
Class JT^^55_ 
Copyright N!'^ ___ 

COPYRIGHT DEPOSIT. 



NKW OPKN HEARTH STEEL WORKS 

BLOOMING MILL 

SLABBING MILL 

PLATE MILL COAL MINKS 

CAR PLANT COKE OVENS 

STRUCTURAL SHOP 



POLISH EE 




BLAST FURNACES 
BOILER HOUSES 



to 



ilU 



.^=^ 



A handbook of information relating to 

Structural Steel 

Manufactured by the 







?ontainhig useful tables, rules, data and formulae 

for the use of 

Engineers, ARcmfEcTs, 
Builders ^iro Mechanics ? > 



-) » * -, J ., 



"^==^ 




■>=^ 



General Office, Philadelphia 

Works, Johnstown, P^. 



WM 



/ ,■>-, -:^ 






THE l:GRARY of 
CONGRESS, 

Two Copies Received 

JUN 16 1903 

Ccpvnght t-niry 
CLASS ^^ XXc. No. 

COPY a 



Copyright, 1903, by Cambria Steel Co. 



F^RICE, $1.00. 



n 



H 



A 



A 



\rrD 






f\' -^ 



PRESS OF 
MacCaLLA & COMPANT 
PHILADELPHIA, Pa 



PREFACE TO 5IXTH EDITION, 



This, the sixth edition of our hand book, contains all of the data 
of the fourth and fifth editions, which, however, have been corrected 
where necessary and revised to conform to our present practice. 

The present edi m also contains a considerable amount of new 
matter relating to new sections of angles and T-Bars, and additional 
sizes of billets, blooms, ingots, edged and sheared plates. 

The weights of angles, Z-Bars and T-Bars now given are those 
adopted as standards by the Association of American Steel Manufac- 
turers. 

Other new matter, which has been introduced, consists of tables 
of safe loads and dimensions for plate and angle columns and for Z- 
Bar columns with side plates. Tables have been added showing the 
section moduli and moments of inertia for all of the built-up columns 
for which the safe loads are tabulated, which values will be of special 
assistance in cases where it is necessary to consider the effect of 
eccentric loads in figuring the strength of the columns. 

Tables of safe loads for angles, T-Bars and Z-Bars acting as 
beams with uniformly distributed loads, have been inserted, and in 
the case of angles with unequal legs the safe loads are given for both 
positions, that is, with the long leg vertical and with the short leg 
vertical. 

The matter relating to fire-proof construction has been revised, 
and some changes have been made in the information relating to 
wood. 

►Special attention is called to the list of sheared plates which we 
can now furnish in widths up to 126 inches. 



IV CAMBRIA STEEL. 



CONTENTS. 



PAGE 

General Information .- VI-X 

Plates of Sections of I-Beams 2-8 

" " Channels 9-1 1 

Angles 12-15 

Z-Bars 16-18 

" Bulb Angles and Crane Rail 18 

" T-Bars 19, 20 

Method of Increasing Sectional Areas 21 

Diagram for Minimum Standard Beams and Channels .... 22, 23 

Proportions of Standard Beams and Channels 24 

Sizes of Squares, Rounds, Flats and Edged Plates 25 

Sizes of Billets, Blooms, Slabs and Ingots 26 

Sizes of Sheared Plates 27 

Weights and Dimensions of I-Beams 28,29 

Channels 30, 31 

Angles 32-37 

Odd Angles and Bulb Beams ... 37 

T-Bars 38 

Z-Bars 39 

Standard Construction Details 40-50 

Materials and Construction for Fire-proof Floors 5i-S7 

Notes on Lateral Strength of Beams 58-63 

Limiting Spans and Maximum Loads of Beams and Channels , 64-67 

Coefficients of Deflection of Beams 68, 69 

Explanation of Tables of Safe Loads 70-75 

Tables of Safe Loads for I-Beams 76-86 

" " Channels 87-92 

Spacing of I-Beams 93-103 

Maximum Bending Moments for I-Beams and Chan- 
nels 104, 105 

Tables of Safe Loads for Angles 106-130 

" T-Bars 131 

" Z-Bars 132, 133 

General Formulae for Flexure and Bending Moments 134-139 

Moments of Inertia of Standard Sections 140,141 

Properties of Various Sections , 142-149 

Explanation of Tables of Properties of Rolled Sections .... 150-154 

Properties of Compound Sections 155 

" I-Beams . 156-159 

Channels 160-163 

Bulb Beams 162, 163 

" Angles 164-177 

T-Bars 178,179 

Z-Bars 180, 181 

Moments of Inertia of Rectangles 182,183 

Properties of Standard T-Rails 184 

Radii of Gyration for two Angles placed Back to Back 185-189 

Strength of Steel Columns or Struts 190-193 



CAMBRIA STEEL. 



Example of the Use of Tables on Pages 185-189 and 190-193 . 194 

Explanations of Tables Relating to Steel Columns 194,195 

Dimensions of Plate and Angle Columns 196, 197 

Properties " " " 198-200 

Dimensions of Z-Bar Columns , 201,202 

Properties " " 203 

Dimensions of Latticed Channel Columns 204 

Properties " " ." 205 

Dimensions of Plate and " '* 206-209 

Properties ** " " 210-216 

Spacing of Channels for Equal Moments of Inertia 217 

Safe Loads for 1-Beam Columns 218-221 

Safe Loads for Plate and Angle Columns 222-241 

Safe Loads for Z-Bar Columns 242-245 

Safe Loads for Latticed Channel Columns 246-249 

Lattice Bars and Stay Plates for Latticed Channel Columns . . 248, 249 

Safe Loads for Channel and Plate Columns 250-277 

Cast Iron Columns 278-280 

Explanations of Safe Loads for Beam Box Girders and Plate 

Girders 281 

Safe Loads for Beam Box Girders 282-291 

Safe Loads for Plate Girders 292-296 

Grillage Beams . 297 

Typical Details for Steel Columns 298 

Typical Details of Column Bases and Plate Girders 299 

Allowable Unit Stresses and Loads in Accordance with the 

Building Laws of Various Cities 300-303 

Tables and Information Pertaining to Rivets and Pins 304-313 

Weights and Dimensions of Bolts and Nuts 314-323 

Upset Screw Ends, Eye Bars and Turn Buckles 324-330 

Right and Left Nuts and Clevises 33if 332 

Dimensions of Rivet Heads after Driving 332 

Lengths of Rivets for Various Grips 333 

Bridge Pins, Nuts and Pilot Nuts, and Lateral Pins 334, 335 

Counter and Lateral Rods 335-337 

Nails, Spikes and Wrought Iron Pipe 338-342 

Standard Specifications 343-350 

Notes and Tables on Wooden Beams and Columns 351-367 

Specific Gravity and Weight of Various Substances 368-371 

Standard Gauges 372, 373 

Weights of Sheets and Plates of Various Metals 374.375 

Decimal Parts of Foot and Inch 376-380 

Weights and Areas of Square and Round Bars 381-387 

Areas of Flat Rolled Steel Bars . 388-393 

Weights of Flat Rolled Strips and Bars 394-404 

Areas and Circumferences of Circles 405-417 

Logarithms of Numbers 418, 419 

Trigonometrical Functions, Natural 420-426 

Squares, Cubes, Reciprocals, Square and Cube Roots 427-443 

Weights and Measures 444-447 

Metric Conversion Tables 448-453 

{For complete detail of Contents^ see Index. ^ 



Yl CAMBRIA STEEL. 



GENERAL INFORMATION. 

Our product is almost exclusively steel, made by the Bessemer or 
Open Hearth process as required, and of all qualities from the softest 
rivet stock to high carbon special spring material. 

Our Beams and Channels are made to conform to the American 
Standards, adopted January, 1896, in which the flanges have a uniform 
slope of one to six, and the dimensions, proportions and weights are 
determ.ined by a regular schedule, as shown on the diagrams on pages 
22 and 23. The standard proportions of beams and channels are 
further shown on Plate 24. 

The principal structural angles now made are limited in number to 
conform to the American Standards, adopted December, 1895, and 
include twelve base, or a total of eighty-four, sizes for equal leg 
angles, and nine base, or a total of eighty-six, sizes of unequal leg angles, 
all varying in thickness by one-sixteenth inch, as shown on Plates 12 
and 14 and tables herein. It is believed that these standard angles 
include a sufficient range of sizes to meet all usual structural require- 
ments, but at the same time we will continue the manufacture of 
angles of special sizes and proportions for those who require them, as 
shown on Plates 13 and 15. 

The weights of angles, Z-Bars and T-Bars now given, are those 
adopted as American Standards in July, 1902. 

The method of increasing the sectional area of shapes from the 
minimum or base sizes to intermediate and maximum sizes, is 
shown on page 21. For beams and channels the increase from the 
minimum adds equally, to the web thickness and flange width, the 
weight of the increase being equal to that of a plate of the same depth 
as the section, and of a thickness equal to the increase of the dimen- 
sions stated. 

The method of increasing the thickness of angles and Z-Bars from 



CAMBRIA STEEL. YII 



the minimum has the effect of adding to the length of the legs, as shown 
on page 21, so that for intermediate and maximum sizes the legs will 
be somewhat longer than the minimum or nominal dimensions, except 
in the cases for which we have finishing grooves. The plates of draw- 
ings of sections, pages 2 to 20 inclusive, show the minimum or base 
sizes of the various shapes. Sections shown on the plates or lists for 
which more than one weight is stated can be rolled of different 
thicknesses to produce the stated weights. Others for which only one 
weight is given cannot be varied. Each section shown herein is 
numbered, both in the plates and tables, for convenience in reference 
and ordering. 

I-Beams and Channels should be ordered of weights shown in the 
tables. 

Orders for angles and plates should specify either the thickness or 
weight, but not both. 

All weights are stated in pounds per lineal foot of section, except 
in the table of rails on page 184 in which the weights are given in 
pounds per yard as customary. Weights of rolled sections are calcu- 
lated on the basis of 489.6 pounds per cubic foot of steel, and 3.4 times 
the sectional area in square inches equals the weight in pounds per 
lineal foot. In calculating the weights, areas and properties of L 
Beams, Channels, and structural angles for the lists and tables here- 
with, the fillets and smaller rounded corners were not considered. 

Structural material, unless otherwise ordered, will be cut to length 
with variation not to exceed | inch more or less than that specified. 
For cutting to exact lengths or with less variation than J inch an 
extra price will be charged. 

All sections shown herein are steeL 



VIII 




CAMBRIA STEEL. 




OFFICES FOR SALE OF 




CAMBRIA STEEL CO.^S 






PRODUCTS. 


GENERAL OFFICES f ^^^^^^ Building, Corner Fifteenth and 
PHILADELPHIA : [ ^^^^ ^ ^^ ^^ Terminal Station.) 


New York . 




. Empire Building, 71 Broadway. 


Chicago . . . 




. Western Union Building, Corner of Clark and 
Jackson Streets. 


Cincinnati 




.Union Trust Building, Corner of Fourth and 

Walnut Streets. 


Boston .... 




. Mason Building, 70 Kilby Street. 


St. Louis. . . 




. Chemical Building, Corner of Eighth and Olive 
Streets. 


Toledo 




. Nasby Building, Corner of Huron and Madison 
Streets. 


Cleveland . 





. Hickox Building, Corner of Euclid Avenue and 
Erie Street. 


Pittsburg . 




.Park Building, Corner of Fifth Avenue and 
Smithfield Street. 


Atlanta . . . 




.Austell Building, 10 N. Forsyth Street. 


San Francis 
Tacoma . . . 


CO ... . 


.17-23 Beale Street. 
. .1501 Pacific Avenue. 








WORKS AT 






JOHNSTOWN, PA. 



CAMBRIA STEEL. IX 



STRUCTURAL STEEL W^ORK. 

Finished Steel Work for Buildings^ including Beams, Girders, 
Columns, Roof Trusses, etc., fitted complete and ready for erection. 



STEEL FREIGHT OARS. 

Gondola, Hopper-Gondola, Hopper, Flat, etc. 



STEEL RAILS. 

Steel T-Rails, 8 lbs. to 100 lbs. per yard. 

Angle and Plain Splice Bars. 

Standard and Special Track Bolts and Nuts. 

For detailed information, see T-Rail Catalogue. 



STEEL AXLES. 

Passenger Car, Freight Car, Tender Truck, 

Engine Truck, Driving, Street Car, 

Mine Car, etc. 



CRANK PINS, PISTON RODS. 

Crank Pins and Piston Rods made to any requirement. 



FORGHNGS. 

Axles, Crank Pins, Piston Rods and Forgings will be furnished of 
carbon steel or nickel steel as required and are annealed, or treated 
by our Coffin toughening process (patented) as specified. 

Particular attention is called to our Coffin Process of treatment for 
toughening Axles, Crank Pins, Piston Rods and other forgings. 

Crank Pins and Piston Rods are oil-tempered and other small 
Forgings will be if desired. 

See special list for description and specifications of our various 
classes of steel forgings. 



X CAMBRIA STEEL. 



G-AUTIEB DEPARTMENT 

OP 

CAMBRIA STEEL CO. 

Merchant Bar Steel, 

Including Tire, Toe Calk, ^lachinery, Carriage Spring, Baby 
Carriage Spring, Railroad Spring, Hoe, Rake, Fork, Forging, 
Bolt, Rivet, etc. 

Agricultural Steel and Shapes, 

Finger Bars, Knife Backs, Rake Teeth, Bundle Carrier Teeth, 
Tedder Forks and Springs, Spring Harrow Teeth, Harrow 
(Drag) Teeth, Seat Springs, etc. 

Plow Steel, 

Bars and Slabs (Penn and Pernot), Flat and Finished Plow 
Shapes, Digger Blades, Hammered Lay, Rolled Lay, etc. 

Cold Rolled Steel, 

Rounds, Squares, Flats, Shafting and Special Shapes. 

Steel Discs with Rolled Bevel, 

10''' to 20'^ diameter for Harrows, Drills, Cultivators, etc. 
23'/ to 28^'/ diameter for Plows. 

Pressed Steel Seats for Agricultural Implements. 

For Gautier Steel l)epartment Products not listed herein, see 
special Catalogue, or address, 

G-AUTIER DEPARTMENT, 
Cambria Steel Company, Johnstown, Pa. 



PLATES 

OF 

Structural Steel Shapes 

MANUFACTURED BY 

CAMBRIA STEEL CO. 



CAMBBIA STEEL. 



STANDARD BEAMS. 
B.5 

WT. 5.5. 6.5 AND 7.5 LBS. 
.10< 



CO W 

CO ^ 



.27 .17" 



m 



.17 



00 



B.9 

WT. 7,5, 8.5. 9.5, AND 10.5 LBS. 
.11'/ 



CD Wi oq^' 



.19' 



<40 



-4 



.19 



'tin 



B.13 

WT, 9.75, 12.25 AND 14. 75 LBS. 
.13i' 



.1.^ 



.31 



.21' 



;44 



-"Q-- 



.21 



;co 



•f 



CO 
CO 



B. 17 .,4, 

IWT. 12.25. 14.75 AND 17.25 LBS. 



.33' 



.23' 



6^ -- 



.23 H 



10 

10 



B. 21 15/2^ 

WT. 15. 17. 5 AND 20 LBS. 




CAMBRIA STEEL. 



STANDARD BEAMS. 



*37 

i 




B. 25 

WT. 18.00. 20.25, 22.75 AND 25.25 LBS. 



.27 L^ 



.27' 



B. 29 

WT. 21. 25. 30 AND 35 LBS. 



B. 33 

WT. 25. 30. 35 AND 40 LBS. 




B. 41 

WT 31.5. 35 AND 40 LBS. 



.35'' 



12'^ 



:58i 



^ 00 



.29 k- 



.627 




.31 




.673 




.35 V-i 



.738 




CAMBRIA STEEL. 



SPECIAL V2BEAU. 



BEAMS. 



.28 I 



(M 

T 




48''B.405 

WT. 40. 45. 50 
AND 55 LBS. 



-2.395^H 



K _5^25- 




STANDARD 15 BEAM. 



.25 



/, ^ 



.83' 



t3" 



:i' 



.41" B.53 

WT. 42. 45, 50. 65 
AND 60 LBS. 



2.545--^ 



'5.50-— ^ 



CAMBKIA STEEL. 



SPECIAL BEAMS. 




CAMBKIA STEEL. 



STANDARD BEAMS. 




46'' B. 65 

WT. 55. 60. 65 AND 70 LBS 



CAMBKIA STEEL. 



BEAMS. 



SPECIAL so'lBEAiyr. 



STANDARD 20''bEAM: 



1.03 




.36 



^ 



I 
1 
I 

? 

I 



.50" B.73 

WT. 65, 70 AND 76 LBS, 



4. 



1' 




.70' 



60' 



B.121 



WT. 80. 85, 90. 95 
AND 100 LBS. 



6.25-- 



CAMBRIA STEEL. 



STANDARD BEAMS. 



L80M 



CM 



i 



w 




60" 



50" 

B. 89 

WT. 80. 85. 00. 95 AND 100 LBS. 



CAMBKIA STEEL. 



9 



STANDARD CHANNELS. 



C.5 

WE. 4. 5, AND 6 LBS. 







._>fc_. 



, C.9 

WT. 5.25. 6.25 
AND 7.26 LBS. 



28' 



.18" 




^-. 



4- 




-*-nx.l2" 



C.17 

WT. 8. 10.-5. 13 AND 15.5 LBS. 



30' 



.20" 




-e^ 



T] 


p^l3" 


C.21 




81^ 


— r- 


8 


\ 


WT. 9.75. 12.25. 14.75. 
17.25 AND 19.75 LBS. 


/ 


CO 


i. 


U31" 


.21^ 










r 




It. Jt 






^_ r^'f 




r^ 


/ — 









10 



CAMBKIA STEEL. 



STANDABD CHANNELS. 



T"" 

V I 

CM 

? 



-^^" C. 25 

WT. 11.26^3.75.16.25.18.75 AND 21.25 LBS. 



.32' 



.22' 



-8- 





C.29 

WT. 13.25. 15, 20 AND 25 LBS. 
.23" 





C. 33 

WT. 15. 20. 25. 30 AND 35 LBS.. 

.24" 



■ic>- - 



..28' 



0) 

<^ 

I 
I 

1 





• 


fc^ 




-■D^.l?'' 


]r~ 


^ 




C.41 

WT. 20.5. 23w Ba 35 AND 40 LBE 


/ 


1 
-1 

CD 
CD 

<^ 

f 


V^.38" 


.28'^ 




' ■ 





■12'^- 



CAMBRIA STEEIi 



11 



CHAITNBLS 



STANDARD 15 CHAimBL. 



H--— 3.oa"—i 




10 



,.*.40 



C. 53 

WT. 33. 35. 40. 45. 
50 AND 55 LBS. 



40' 



CD 




SPECIAL 13 CHANNEL. 



h 3.625" 




"^ SPECLAL 12^' CHANNEL. 



C. 95 

WT. 32. 35.37, 40. 45. 
50AND55LBS. 



375 



4.00 



'X34'' 



r-— 2.33—1 




^d 




.34 



C. 91 

WT. 21.4. 23.9, 
26.4, 28.9. 31.4 
AND 33.9 LBS. 



,31 



k— 2.64--->i 



12 



CAMBKIA STEEL. 



STANDARD ANG-LES "WITH EQUAL LEG'S. 



A: 17 

. . WT. 3.1 TO 
.-^\,-X 8.5 LBS. 

> 




. . A. 19 

x^v y^, -^T. 4.9 TO 




A. 15 

WT 2.5 TO 
8.0 LBS 



^^.,s. 



A. 21 

WT. 7.2 TO 
18.3 LBS. 




CAMBRIA STEEL. 



13 



BPBGIAL ANG-LEB. 



>s /^ 



A. 43 



A. 45 

""v , WT. 9.3 TO 
\ 19.5 LBS 




A. 253 

WT. 6.4 TO 
8.4 LBS. 



14 



CAMBRIA STEEL. 



STANDARD ANGLES WITH^UNEQUAL LEGS. 





.T^.-. A. 97 

y yf\ \ WT. 6. 6 TO 


S' 


' /,\, ^'- l^-S'^S' 



7^ ,^. A. 99 

WT. 7.2 TO 
^. 18.3 LBS, 




CAMBRIA STEEL. 



15 



SPECIAL ANGLES WITH UNEQUAL LEG-S. 



A. 151 

;ff^ .\ WT. 4.6 TO 
/ /\ \o. 10.4 LBS. 

^4 ^'^^ ^. 




f^^ /\ 



A. 133 

^ WT. 9.1 TO 

O-" 16.0 LBS. 



/^N /^ 




A. 129 

^^ WT. 3.1 TO 
"^v'- 7.7 LBS. 

/ 




.^v A 



A. 131 

\^ WT. 7.7 TO 
\. 16.0 LBS. 



' - "^^^^ WT. 2.6T0 ^-*^v<^'. 

K' 6.7 LBS. 





A. 161 

WTS. 2.6 AND 
\^ 3.4 LBS. 



A. 127 

/^^A WT. 2.5TO 
7^<, 6.3 LBS. 



Jf^^^^ A. 135 

s WT 11.0 TO 
^^ 19.5 LBS. 





?7\ /Si 



A. 109 

WT 16.0 TO 
32.3 LBS. 



A. 125 

/^ /t WT. 2.3 TO 
" ^.^^ 6.0 LBS. 





16 



CAMBRIA STEEL. 



STANDARD Z-BARS. - 
Z. 13 

WT. 12.5 TO 14.2 LBS. 



I 1" JM^ 
Z. 9 ;L_J.2:^46 

Vt. 9.7 TO 11.4 LBS. 



16 



16 ^-A 



Z.5 

WT. 6.7 TO 8.4 LBS. 



^ 1ft i ^ 



16 



leR 



r ^ 16 r'^ 

I 
CD 



^_-. 



CO 

I 



k|. 



1. 1 



3 

8 

:^i6 8 



^16 



t_i§5 



LZ^ 



4 

Vt-16 4 



J, -; 



.oii::—^ 



^^ 






Z. 29 

WT. 18.9 TO 23.0 LBS. 



Z. 25 

WT. 13.8 TO 17.9 LBS. 



<^il6. 



8 i „ 






16 



Z. 21 k- 

WT. 8.2 TO 12.4 LBS. 



^ 



f^ -^.16 I 



i 






5 



.i:_. 



5_' 



-— -3^ -. 



5_- X" 
16 16 



3 



■3^'- — -J 



gie 



^16 



^^ 



CAMBRIA STEEL. 



17 



STANDARD E-BARS. 
Z.45 

WT. 23.7 TO 28.3 LBS, 
—% 



Z.41 



3. 



9" 



I5\ 



WT. 17.9 TO 22.6 LBS. k ^Tq-J" 



k 



-p ;f— Y 



•7 q«7 I T |5._ 

WT. 11.6 TO 16.4 LBS. ^ ! 



16 SHI 



K-ie-2i| 



^ 



10 



IQ 



A" 

Ql6 



t-_. 



I 
I 



16 



A 

G.16 



3f 



3 16 



3i 



116 



3" 



-^16 



1 " 

-3i- 



Z.57 



*: Z. 61 

WT. 29.3 TO 34.6 LBS. 



3 



WT. 22.7 TO 28.1 LBS ^ 24—+--^ 



3" 
laie 



Z.53 



WT. 16.6 TO 21.0 lbs; 



M6 T 



EH 



3- 



511 



CD 



% 



16 



5.{ 

CD 



t... 



K-f^ 



V316 



a 



1!^ 

16 



1 // 

3i- 



Klie_ 



16 



3:^ 



a 



viiL 



1^' 



18 



CAMBRIA STEEL. 



SPECIAL, Z-BARS. 



Z. 67 
WT. 16.3 LBS. 

^—-3- ^ 



^ 



1^ 

16 



Z. 73 

WT. 16.9 LBS 

16^* *--_ 



-•>) 



16 



-2l »» 



X.. 



1 // 

"7 ^ -2- 

i 310 



16 



T 



Ul6l_ ' 



3 




CAMBRIA STEEL. 



19 



TEES "WITH EQUAL LEQS. 



T. 97 

WT. 9.3 LBS. 



.1" 

'a 
, 7// 



-Wr 



C 



I 
I 
I 



T. 69 

WT. 7.9 LBS. 

-—3- ->i 



a-'-T' 



'<-4i 

'16 



I 
I 
I 



T. 49 

WT. 5.6 LBS. 

^— 2i"— ^ 






?9^t 



lie: 

T. 41 

WT. 4.2 LBS. 



05 



J y- 



T, 73 

WT. 10.1 LBS. 
3-"— 




i 



le-^- 



T. 42 

WT. 6.0 LBS. 

I .SY [ 

I ->! — •<- ' 

i ;8 I I 

tH 1 



I 



4 




T. 39 

WT. 4.4 LBS. 



T. 37 



4V 



^^;ziy rx±3f 



I 

05 



J.___i 



^f ^^-t^ 



WT. 3.7 LBS. 

K— 2-'— >1 

181- 



6'' 



&;^'f 



4i^ 



20 



CAMBRIA STEEL. 



TEES l^^ITH EQUAL LEG-S. 



T. 189 

WT. 1.9 LBS. 



T. 187 

WT. 1.7 LBS. 



T. 183 

WT. 1.6 LBS. 



T. 181 

WT. 14 LBS. 



T. 5 

WT 1.0 LB. 




]^h 






TEES \^riTH UNEQUAL. LEG-S. 

T 169 T. 140 

WT ISeiSs. WT. 15.9 LBS. 

5- ^ K 41"- — 



.i(TB [ 



"CO 

I 



^ 



Ti i 



u 



T. 101 

WT. 10.0 LBS. 



T. 65 

WT. 7, 2 LBS. 



-j: 



I 



fc^ 



1- 







T. 84 

WT. 9.3 LBS. 




1 



ii 







i-1^ 



t 



T. 185 

WT. 1.5 LBS. 

Kli->! 



i 1^ '32 1 



16 -f 



■^ 




CAMBRIA STEEL. 



SI 



METHOD OF INCREASING SECTIONAL AREAS. 







^^^^^^^;^^^^^^^>i^-:^^^^^ 



^^^^^^^?::^^^^^^>^:^^^^ 



^^^^i^^^^^^^^^:^^^:^^ 



22 






CAMBRIA STEEL. 




C/5 

B 

d 

V 

«/^ 

o 

V 

1 

o 

a 

J 
1 

o 

H 


:5 11 
■^ si 

< 

1<- 

\ U— - 


5:5 i-^ 
II 

C/l 

11 

Vi 



S 


1 


STANDARD BEAMS. 


0) 

< 

u 
ffi 



< 
Q 

Z 
< 
h 
0) 

z 
i 



ll. 

< 



< 




\ \ 
\ \ 


b V 

10 CM 

■ 

b b 


i Beams. 

flange. 

i Beams. 

.46'' 
18" 


5 2 5 \ \ 

W rt CO \ \ I 
„ T-i -r \ f 


II s-r A 

II II 

--^- H 


%. 1 i 


\3 =^\ 3 2 


\5 ^'f^ is » 






sv 


; j" 




1 




■ I i 




-rJ 


^ 




■ \ 

















OAMBBIA STEEL. 


23 


i 

8 

s. 

s 

(Li 

S 
& 

s 
J 

s 

i 


CO 

X 

II 

1 


STi 


£ 
c 

C 
c 


fDABD CHANNELS. 


DIAGRAM FOR MINIMUM STANDARD CHANNELS. 


\ 1 


lei to flange, 
dard Channels. 


I I 1 


X 


<© 


for Stan 
-1) paral 
for Stan 


V^ It I. 

\n "^i ]« a 


s 


f- II 


H 

c 

1 

E 


1 1 S 




Area = td + 2s ( 
Section Modulus = 


\ \ 1 


II cT % 
§i 1 i 

o t: ' 

*^ fl eo 

1 1 a 

=« s -« 






\ CO , G 




I 

1 
1 
1 


< — — 


.__._^ ....3 

■-rri 


it 

FLANGE SCALE 

WEB SCALE 

WEIGHT SCALE 

DEPTH SCALE 


; -iJ 






i ' 


i 



24 



CAMBRIA STEEL. 



STANDARD BEAMS AND CHANNELS. 



■t«r^ 



>t< 



7^^ 



The following data are common to all I-Beams and Channels, with 
the exceptions stated : 

c = j^ Minimum Web. 

C = Minimum Web + J^ inch. 



= Minimum Thickness of Web =: t Minimum for all Channels 

and Beams, except 20'' I and 24^' I. 

For 20'/ Standard I s = .55" t Minimum = .50''. 

For 24" Standard I s = .60" t Minimum = .50". 

For 20" Special I s = .65" t Minimum = .60". 

The Slope of Flange of all Beams and Channels is 16f % 
= go »- 27' — 44" = 2" per foot. 



^ 



CAMBRIA STEEL. 



26 



TABLES OP BARS, BILLETS, BLOOMS, INGOTS 
AND PLATES. 

All sizes from ^'^ to 8|" increasing by -^^^f 
All sizes from 3|-'' to oj'' increasing by |-'' 

All sizes from f to 3^'' increasing by Jg-'' 
All sizes from 3|-'^ to 7g-'' increasing by ^'' 

&t:eeXm GXJZX3E: roxjnos. 

All sizes from -^^^^ to \'f increasing by -J^" 
All sizes from 1'' to 1^" increasing by -J^" 
All sizes from IJ^' to 3" increasing by Jj/' 





WIDTE. 


THICKNESS. 


Inches. 


Increasing by Inches. 


Inches. 

A to 1 


Increasing by Inches. 


i to 1 




A 


it 


25 u 1 




i( 


a 


6? ^^ 








II "1 




a 


(( a 1 


t( 


1A"2 




A 


'* " 2 


A 


2tV " 3 




A 


" '* ^ 


a 


3tV " 6J 




<( 




ti 


7 






tV 


8 






" " 21^ 


ii 


9 






n a a 


it 


10 






({ li (( 


a 


12 






i( i( (( 


n 



•mixt Fx:<j\.TS OR. z.igiit bands. 


J to 6 tV 


No. 10 to No. 16 ga. by gauges. 



ET^GEXJ Pr-^TSS. 





THICKNESS IN INCHES. 


Width 


















in 


A 


i 

4 


A 1 


A 


i A 


t 


a 


1 


if 


i 


it 


1 




LENGTH IN FEET. 


4 


50 


50 


50 


50 


50 


50 


40 


40 


30 


30 


30 


28 


28 


28 


5 


30 


42 


42 


42 


42 


40 


30 


30 


30 


30 


30 


30 


30 


30 


6 


30 


42 


42 


42 


42 


40 


35 


30 


30 


30 


30 


30 


30 


30 


7 


25 


42 


42 


42 


42 


40 


35 


30 


30 


30 


30 


30 


30 


30 


8 


25 


42 


42 


42 


42 


42 


38 


36 


32 


30 


29 


28 


26 


25 


9 


25 


42 


42 


42 


42 


42 


38 


34 


32 


30 


29 


28 


26 


25 


10 


25 


42 


42 


42 


42 


42 


38 


33 


32 


30 


29 


28 


26 


25 


11 


25 


42 


42 


42 


42 


42 


38 


33 


31 


29 


28 


27 


25 


24 


12 


25 


42 


42 


42 


42 


42 


37 


32 


30 


28 


27 


26 


24 


23 


13 




42 


42 


42 


42 


42 


37 


32 


30 


27 


25 


24 


22 


20 


14 




42 


42 


42 


42 


40 


35 


30 


28 


26 


25 


23 


22 


20 


14J 




42 


42 


42 


42 


36 


33 


30 


28 


25 











Intermediate widths varying by |'' can be furnished. 



26 



CAMBRIA STEEL. 



STSJSIL. IBTTMJiMlElTS, BXaOOB/IS AND 



WIDTH 


THICKNESS 


1 WIDTH 


THICKNESS 


WIDTH 


THICKNESS 


Inches. 


Inches. 


1 Inches. 


Inches. 


Inches. 


Inches. 


3 


3 


13 


2 to 13 1 


24 


2 to 20 


3i 


^ 


14 


2 " 14 1 


25 


2 " 20 


4 


4 


15 


2 " 15 1 


26 


2 "20 


5 


3^ to 5 


16 


2 " 16 1 


27 


2 "20 


6 


2 " 6 


17 


2 " 17 ' 


28 


2 "20 


7 


2 " 7 


18 


E " 18 


35 


3 "15 


8 


2 " 8 


19 


2 " 19 


36 


3 "15 


9 


2 " 9 


20 


2 " 20 


37 


3 "15 


10 


2 "10 


21 


2 " 20 


48 


5 "15 


11 


2 " 11 


22 


2 " 20 


49 


5 "15 


12 


2 " 12 


23 


2 " 20 : 


50 


5 « 15 



Sections larger than 4'^ x 4^/ can be furnished in thicknesses vary- 
ing by J''. 

Billets, Blooms and Slabs, of sections given in above table, can be 
furnished within the following limits of length, provided the weight 
does not exceed the maximum given for the different sizes : 





WIDTH. 


SECTIONAL 
AREA. 


LEN&THS. 


MAXIMUM 


SECTION. 


MINIMUM 


MAXIMUM 


WEIGHTS. 




Inches. 


Sq. Ins. 


Feet. 


Ins. 


Feet. 


Pounds. 


Billets and Slabs. 
Blooms and Slabs. 

a (I i( 
a (< c( 


3 to 7 

4 "17 
6 "28 

35 " 37 
48 " 50 


9 to 16 
16 " 36 

36 and over 
105 " " 
240 " " 


1 

3 

a 
u 
i( 


6 



i( 

a 
(I 


10 
30 

a 
(e 

27 


300 to 600 

1600" 3600 

3600 " 20000 

11000 "^ 18000 

22000 



STEEL BILLETS, SQXJARE CORKERS, 

1'^ X I'f to 3i^' X ^f^ increasing by -^\'^ 
STEEL ZNGOTS. 



DIMENSIONS. 


WEIGHT. 




BUTT. 


TOP. 


GRADE. 


Inches 


Inches. 


Pounds. 




22 xl9i 


20 xl6 


6000 to 7000 


Open Hearth or Bess. 


25 x20 


23 xl7 


7700 " 8700 


a a i( i( 


27 x22 


23 xl8 


8800 " 9800 


(I ii a a 


29 x25 


27i x 22 


12000 " 13000 


Open Hearth. 


39 x25 


37J X 22 


17000 " 18000 


li i< 


52 x25J 


50^- X 22i 


23000 " 24000 


a ti 


29}x29} 


28 x28 


21000 " 22000 


K. it 


29 x29 


2U X 26 -i 


15000 " 16000 

- 
7000 " 40000 


i<. {( 


Special. 




15^' to 36'^ square or round. 


(< (( 


Maximum I. 


ength 15 ft. 







OAMBEIA STEEL. 



27 



exz£:jkR£:o ^ZmAT'e^. 



Width 
in 

Inches. 















THICKNESS IK INCHES. 












A 


i 


A 


1 


7 
T6 


- 


A 


^ 


\\ 


4 


« 


1 


if 


1 


1| 


'* 














LENGTH IN INCHES. 













u 



15 
16 
17 
18 
19 

20 

21 
22 
23 

24 

25 
26 
27 
28 
29 

30 to 35 



240 
240 
240 



240 360'400!500 500 500 
240 360 400:500 500 500 



36" 

42" 
48" 
54" 



320 400 
320!400 
320 400 



500 
500 
500 



! 
5001550 
500 550 
5001550 500 
500 



475475425400375360300280280 



240 360 
216 360 



216 
204 
204 

204 
180 
168 
168 
156 



360 
360 
360 

360 
360 
340 
340 



400 
400 
400 
400 
400 

400 
400 
400 
400 



500 500 

525525 
5251525 

5251525 
525 550 



500475 
500 475- 

475i475|475425l400:375|360300l280:280 



500 

500 
525 
525 
525 
550 



475 475 425|400:375 360i300!280:280 



550 
550 



550:550500500:450400400400,350 
550550 500 500 450 400 400 400,350 



500 
500 
500 
500 
500 

500 

500 525|550|550|550;550l550|500!475|425|400|350j350|325 

500 5001550 550|500,500500k50450400380|330j300i300 



550 550550500500450400400400350 
550 550550500500450400400400350 
550 550'550 500 500 4501400 4001400 350 
550 550l550500,500!450400400|400,350 
550 550 550 500 4751425 400 350 3501325 



525 550 550 550'550550500475425400350350325 



,...,500 500i550i550i500 500;500450:450400380i330|300:300 
340 400 500 500:550 550;500.500500450;450400 380 330i300:300 



60" 65 

66" 71 

72" 77 

78" 83 

84" 89 

90 " 95 

96 "101 

102 "107 

108 "113 

114 "119 

120 "125 



320 400 500 500 550 500|475 4754754254003753603002801280 
360 400 500,500 500 500,550,550550500500'450400400400i350 



360 4001500:525 



525i525|550:550550500;500!450l400|400|400|350 



360 400 500 525 550;550 550;550550500475425400350j350325 
340 400 5001500 550 550500.500500,450450400380330300300 



320 400 500 500 550 500 475 475 4751425 400 375'360;300 280 280 
300 350 430 450 475 425 4251425 410,375 340 330,320i280 260 260 



260 300:400 
240275380 
200 250350 



180 
120 



'425 450!400;400;400i390,350i320320:300:260;240i240 
400 420i375'i375|375370325300300'300240;220220 
375 385:350 350,350350,300280275:275230210210 



230 330 340:350:350 325 325 325275 260260260220200200 
175:240 250,275275 275 2752752402402201220200180180 
150 200 230,230 250;250,250250230230210!210190170170 
180 180 200,220 225:225 225:220:220,200:200 180 160 160 
180 200 210,210210200200180180170150150 



1201501501801801751751601601601441144 



28 


CAMBBIA STEEL. 






WEIG-HTS AND DIMENSIONS OP 






STANDARD Z-S£:A]VES. 






Depth 


Weight 


Area 


Thickness 


Width 


•n_ - 


Section 


of 


Foot. 


of 


of 


of 


Page 


Namber. 


Beam. 


Section. 


Weh. 


Flange. 


Number of 


Inches. 


PoTinds. 


Sq.In. 


Inches. 


j Inches. 


Section. 


B5 


3 


5.5 


1.63 


.17 


2.33 


2 


(( 


a 


6.5 


1.91 




.26 


2.42 


u 


(( 


" 


7.5 


2.21 




36 


2.52 


i( 


B9 


4 


7.5 


2.21 




19 


2.66 


2 


a 


" 


8.5 


2.50 




26 


2.73 


u 


(( 


(( 


9.5 


2.79 




34 


2.81 


u 


11 


u 


10.5 


3.09 




41 


2.88 


a 


B13 


5 


9.75 


2.87 




21 


3.00 


2 


a 


u 


12.25 


3.60 




36 


3.15 


(( 


u 


(( 


14.75 


4.34 




50 


3.29 


(( 


B17 


6 


12.25 


3.61 




23 


3.33 


2 


u 


(( 


14.75 


4.34 




35 


3.45 


(( 


(( 


(( 


17.25 


5.07 




47 


3.57 


u 


B21 


7 


15.0 


4.42 




25 


3.66 


2 


a 


a 


17.5 


5.15 




35 


3.76 


u 


(( 


u 


20.0 


488 




46 


3.87 


(( 


B25 


8 


18.0 


5.33 




27 


4.00 


3 


u 


(( 


20.25 


5.96 




35 


4.08 


u 


(( 


u 


22.75 


6.69 




44 


4.17 


a 


(( 


(( 


25.25 


7.43 




53 


4.26 


u 


B29 


9 


21.0 


6.31 




29 


4.33 


3 


a 


a 


25 


7.35 




41 


4.45 


ii 


(( 


a 


30.0 


8.82 




57 


4.61 


ii 


u 


u 


35.0 


10.29 




73 


4.77 


ii 


B33 


10 


25.0 


7.37 




31 


4.66 


3 


a 


(i 


30.0 


8.82 




45 


4.80 


ii 


11 


<( 


35.0 


10.29 




60 


4.95 


ii 


(( 


u 


40.0 


11.76 




75 


5.10 


a 


B41 


12 


31.5 


9.26 




35 


5.00 


3 


(( 


u 


35.0 


10.29 




44 


5.09 


ii 


(( 


u 


40.0 


11.76 




56 


5.21 


t» 


B53 


15 


42.0 


12.48 




41 


5.50 


4 


i( 


u 


45.0 


13.24 




46 


5.55 


it 


(( 


ii 


50.0 


14.71 




56 


5.65 


(( 


n 


u 


55,0 


16.18 




66 


5.75 


'' 


i( 


(( 


60.0 


17.65 




75 


5.84 


ii 





CAMBRIA STEEL. 




29 




WBIG-HTS AND DIMENSIONS OP 






STiLNDARO X-BSJLIMES. 






Depth 


Weight 


Area 


Thickness 


■Width 


Page 


Section 


of 


per 


of 


of 


of 




Niim'ber. 


Beam. 


Foot. 


Section. 


Web. 


Flange. 


Number of 


Inches. 


Pounds. 


Sq.In. 


Inches. 


Inches. 


Section. 


B65 


18 


55.0 


15.93 


.46 


6.00 


6 


(( 


u 


60.0 


17.65 


.56 


6.10 


(( 


(( 


(( 


65.0 


19.12 


.64 


6.18 


u 


u 


(( 


70.0 


20.59 


.72 


6.26 


(( 


B73 


20 


65.0 


19.08 


.50 


6.25 


7 


U 


H 


70.0 


20.59 


.58 


6.33 


(( 


« 


75.0 


22.06 


.65 


6.40 


(( 


B89 


24 


80.0 


23.32 


.50 


7.00 


8 


(( 


u 


85.0 


25.00 


.57 


7.07 


U 


u 


a 


90.0 


26.47 


.63 


7.13 


(i 


(( 


« 


95.0 


27.94 


.69 


7.19 


i( 


(( 


(( 


100.0 


29.41 


.75 


7.25 


(( 




■WBIG-HTS AND DIMENSION 


S OF 






&1E>EGTATb TSJSATiLS 


L 






Depth 


Weight 


Area 


Thickness 


Width 


Page 


Section 


of 


per 


of 


of 


of 


Number. 


Beam. 


Foot. 


Section. 


Web. 


Flange. 


Number of 


Inches. 


Pounds. 


Sq. Inches. 


Inches. 


Inches. 


Section. 


B105 


12 


40.0 


11.84 


.46 


5.25 


4 


(( 


(( 


45.0 


13.24 


.58 


5.37 


u 


(( 


(( 


50.0 


14.71 


.70 


5.49 


u 


u 


ii 


55.0 


16.18 


.82 


5.61 


(( 


B109 


15 


60.0 


17.67 


.59 


6.00 


5 


U 


(( 


65.0 


19.12 


.69 


6.10 


(( 


i( 


u 


70.0 


20.59 


.78 


6.19 


u 


(( 


n 


75.0 


22.06 


.88 


6.29 


t( 


U 


n 


80.0 


23.53 


.98 


6.39 


(( 


B113 


15 


80.0 


23.57 


,80 


6.40 


5 


(( 


i( 


85.0 


25.00 


.90 


6.50 


a 


(( 


« 


90.0 


26.47 


.99 


6.59 


u 


« 


u 


95.0 


27.94 


1.09 


6.69 


(( 


u 


(( 


100.0 


29.41 


1.19 


6.79 


(( 


B121 


20 


80.0 


23.73 


.60 


7.00 


7 


(( 


u 


85.0 


25.00 


.66 


7.06 


(( 


(( 


(( 


90.0 


26.47 


.74 


7.14 


(( 


(( 


(( 


95.0 


27.94 


.81 


7.21 


(( 


(( 


u 


100.0 


29.41 


.88 


7.28 


« 



30 


CAMBRIA STEEL. 






WEIGHTS AND DIMENSIONS OP 






STANT^ART^ 0£i:JkNK^£^Z..S. 






Depth 


Weight 


Area Thickness 


Width 




Section 


of 1 
Channel. 


fS. 


of of 
Section. Web. 


of 

Flange. 


Page 


Number. | 






1' 




Number of 
Section. 


Inches. 


Pounds. 


Sq. In. ; Inches. 


Inches. 


C 6 


3 1 


4.0 


1.19 


.17 


1.41 


9 


a 


a 


5.0 


1.47 




26 


1.50 


li 


a 


a 


6.0 


1.76 




36 


1.60 


a 


9 


4 


5.25 


1.55 




18 


1.58 


9 


a 


li 


6.25 


1.84 




25 


1.65 


a 


it 


a 


7.25 


2.13 




33 


1.73 


a 


013 


5 


6.50 


1.95 




19 


1.75 


9 


u 


(( 


9.00 


2.65 




33 


1.89 


a 


u 


(( 


11.50 


3.38 




48 


2.04 


u 


C17 


6 


8.00 


2.38 




20 


1.92 


9 


a 


U 


10.50 


3.09 




32 


2.04 


a 


a 


(( 


13.00 


3.82 




44 


2.16 


n 


u 


(( 


15.50 


4.56 




56 


2.28 


" 


21 


7 


9.75 


2.85 




21 


2.09 


9 


a 


u 


12.25 


3.60 




32 


2.20 


(( 


a 


u 


14.75 


4.34 




42 


2.30 


u 


a 


u 


17.25 


5.07 




53 


2.41 


(( 


(( 


a 


19.75 


5.81 




63 


2.51 


u 


25 


8 


11.25 


3.35 




22 


2.26 


10 


(( 


ik 


13.75 


4.04 




31 


2.35 


a 


(( 


a 


16.25 


4.78 




.40 


2.44 


u 


(( 


11 


18.75 


5.51 




49 


2.53 


(( 


(( 


a 


21.25 


6.25 




.58 


2.62 


a 


29 


9 


1 13.25 


3.89 




.23 


2.43 


10 


(( 




15.00 


4.41 




29 


2.49 


a 


u 


a 


20.00 


5.88 




45 


2.65 


a 


(( 


a 


25.00 


7.35 




.61 


2.81 


il 


33 


10 


: 15.0 


4.46 




.24 


2.60 


10 


i( 


(( 


20.0 


5.88 




.38 


2.74 


a 


it 


(( 


25.0 


7.35 




53 


2.89 


a 


a 


(( 


30.0 


8.82 




.68 


3.04 


a 


n 


{( 


35.0 


10.29 




.82 


3.18 


a 


41 


12 


20.5 


6.03 




.28 


2.94 


10 


u 


u 


25.0 


7.35 




.39 


3.05 


a 


i( 


u 


30.0 


8.82 




.51 


3.17 


a 


il 


u 


35.0 


10.29 




.64 


3.30 


a 


(( 


(( 


40.0 


11.76 




.76 


3.42 


a 





CAMBRIA STEEL. 


31 




WEIGHTS AND DIMENSIONS OF 






BXANOARD GWLAmNl^lU^. 




Section 




Depth 

of 

Channel. 


Weight 
per 
Foot. 


Area 

of 

Section. 


Thickness 

of 

Web. 


Width 

of 
Flange. 


Page 
Number of 


Number 


' 












Section. 


Inches. 


Pounds. 


Sq. Ins. 


Inches. 


Inches. 


53 


15 


33 


9.90 


.40 


3.40 


11 








35 


10.29 


.43 


3.43 


u 








40 


11.76 


.52 


3.52 


u 








45 


13.24 


.62 


3.62 


u 








50 


14.71 


.72 


3.72 


u 








55 


16.18 


.82 


3.82 


l( 




WEIGHTS AND DIMENSIONS OP 






Depth 


Weight 


Area 


Thickness 


Width 


Thickness 






Section 
Number, 

C 91 


of 
Chan- 
nel. 

Inches. 


per 
Foot. 


of 
Section. 


of 
Web. 


of 
Flange. 


of 
Flange. 


Increase in W 
Flange for 
pound incr 
of Weigh 


Page 

Number of 

Section. 

11 


Pounds. 


Sq. Ins, 


Inches. 


Inches. 


Inches. 


Inches, 


12 


21.4 


6.30 


.31 


2.64 


.34 


.024 


it 


u 


23.9 


7.03 


.37 


2.70 


a 


a 


ii 


u 


u 


26.4 


7.77 


.44 


2.76 


u 


a 


a 


u 


u 


28.9 


8.50 


.50 


2.82 


ii 


a 


a 


u 


u 


31.4 


9.24 


.56 


2.89 


a 


" 


u 


(( 


ii 


33,9 


9.97 


.62 


2.95 


li 


a 


u 


95 


13 


32 


9.30 


.38 


4.00 


.34 


.023 


11 


a 


i( 


35 


10.29 


,45 


4.08 


a 


a 


a 


a 


u 


37 


10.88 


.50 


4.12 


a 


a 


a 


a 


u 


40 


11.76 


.56 


4.19 


a 


a 


a 


a 


ii 


45 


13.24 


.68 


4.30 


a 


a 


a 


li 


ii 


50 


14.71 


.79 


4.42 


(( 


a 


a 


u 


" 


55 


16.18 


j .90 


4.53 


(( 


ii 


a 



32 




CAMBRIA STEEIi. 






WEIGHTS AND DIMENSIONS OF STANDARD 








ANGLES. 










:]EQXJAI^ X^SGS. 










Thick- 


Weight 


Area 






Thick- 


Weight 


Area 


Seciion 


Dimensions. 




per 


of 


Section 


Dimensions. 




per 


of 


Num- 




ness. 


Foot. 


Section. 


Num- 




ness. 


Foot. 


Section. 


ber. 
A 5 










ber. 










Inches 


Inches. 


Pounds 


Sq. Ins. 


Inches. 


Inches. 


Pounds. 


S^. Ins. 


i^ 1 


^ 


.6 


.18 


A 17 


2ix2J 


3 


5.9 


1.74 


a 


I'' f 


A 


.9 


.25 


u 


2ix2J 


T6 


6.8 


2.00 












u 


2^x2^ 


i 


7.7 


2.25 


A 7 


1 xl 


i 


.8 


.24 


u 


2^x21 


A 


8.5 


2.50 


" 


1x1 


A 


1.2 


.34 












u 


1 xl 


i 


1.5 


.44 


A 19 


3 x3 


i 


4.9 


1.44 


A 9 

a 


Uxll 

Uxli 


} 

15 


1.1 
1.5 
2.0 

2.4 


.30 

.44 
.57 
.69- 


u 
u 

u 
u 


3 x3 
3 x3 
3 x3 
3 x3 
3 x3 


T6 


6.1 
7.2 
8.3 
9.4 
10.4 


1.78 
2.11 
2.44 
2.75 
3.06 


A 11 

u 
ii 


IJxlJ 
IJxli 




1.3 
1.8 
2.4 


.36 
.53 

.69 


ii 


3 x3 
3 x3 


,♦» 


11.5 
12.5 


3.36 
3.66 


n 


IJxli 


A 


2.9 


.84 


A 21 


^ x3j 


A 


7.2 


2.09 


li 


IJxli 


1 


3.4 


.99 




3o x3i 


f 


8.5 


2.49 


a 


U xli 


A 


3.9 


1.13 




A 


9.8 


2.88 














h X H 


* 


11.1 


3.25 


A 13 


IJxlf 


A 


2.2 


.63 




H X U 


A 


12.4 


3.63 


u 


Ifxlf 


i 


2.8 


.82 




H^H 


1 


13.6 


3.99 


a 


IfxlJ 


A 


3.4 


1.00 




3^x3^ 


H 


14.8 


4.34 


a 


Ifxlf 


f 


4.0 


1.18 




3Jx3J 


1 


16.0 


4.69 


a 


Ifxlf 


A 


4.6 


1.34 




3ix3J 


il 


17.1 


5.03 


u 


Ifxlf 


J 


5.1 


1.50 




^ X 32^ 


1 


18.3 


5.36 


A 15 


2 x2 


A 


2.5 


.72 


A 23 


4 x4 


A 


8.2 


2.41 


a 


2 x2 


i 


3.2 


.94 




4 x4 




9.8 


2.86 


u 


2 x2 


A 


4.0 


1.16 




4 x4 


A 


11.3 


3.31 


(( 


2 x2 


t 


4.7 


1.36 




4 x4 


i 


12.8 


3.75 


il 


2 x2 


A 


5.3 


1.56 




4 x4 


A 


14.3 


4.19 


(< 


2 x2 


i 


6.0 


1.75 




4 x4 


f 


15.7 


4.62 














4 x4 


H 


17.1 


5.03 


A 17 


2J X 2i 


A 


3.1 


.91 




4 x4 


3* 
4 


18.5 


5.44 


u 


2ix2i 


1 


4.1 


1.19 




4 x4 


13 
T6 


19.9 


5.84 


(( 


2|x2i 


A 


5.0 


1.47 




4 x4 


7 
8 


21.2 


6.24 


Stand 


ard Angl 


2S vary onl) 


r by Jg inch. Sections 


shown on p 


age 12. 



CAMBRIA STEEL. 


83 


WEIGHTS AND DIMENSIONS OP STANDARD 


ANGLES. 




£:QX7J^ILi XiECrS-— Continued. 








Thick- 


Weight 


Area 






Thick- 


Weight 


Area 


Section 


Dimensions. 




per 


of 


Section 


Dimensions. 




per 


of 


Num- 




ness. 


Foot. 


Section. 


Num- 




ness. 


Foot. 


Section. 


ber. 










ber. 










Inches. 


Inches. 


Pounds. 


Sq. Ins. 


Inches. 


Inches. 


Pounds. 


S(i. Ins. 


A 27 


6x6 


3 
8 


14.9 


4.36 


A 35 


8x8 


* 


26.4 


7.75 




6x6 


tV 


17.2 


5.06 




8x8 


T% 


29.6 


8.69 




6x6 


* 


19.6 


5.75 




8x8 


i 


32.7 


9.61 




6x6 


t"^ 


21.9 


6.44 




8x8 


H 


35.8 


10.53 




6x6 


¥ 


24.2 


7.11 




8x8 


f 


38.9 


11.44 




6x6 


+* 


26.5 


7.78 




8x8 


n 


42.0 


12.34 




6x6 


f 


28.7 


8.44 




8x8 


\ 


45.0 


13.24 




6x6 


+1 


31.0 


9.09 




8x8 


H 


48.1 


14.13 




6x6 


\ 


33.1 


9.74 




8x8 


1 


51.0 


15.00 




6x6 


if 


35.3 


10.38 




8x8 


lA 


54.0 


15.88 




6x6 


1 


37.4 


11.00 




8x8 


H 


56.9 


16.74 


Standard Angles vary only by J^ inch. Sections shown on page 12. 


WEIGHTS AND DIMENSIONS OF STANDARD 


ANGLES. 




XJJMEQXJALi X^EG&, 








TUck- 


Weight 


Area 






Thick- 


Weight 


Area 


Section 


Dimensions. 




per 


of 


Section 


Dimensions. 




per 


of 


Num- 




ness. 


Foot. 


Section. 


Num- 




ness. 


Foot. 


Section, 


ber. 










ber. 












Inches. 


Inches. 


Pounds. 


S(i. Ins. 




Inches. 


Inches. 


Pounds. 


Sq. Ins. 


A 91 


2^x2 


A 


2.8 


.81 


A 93 


3 x2J 


rk 


9.5 


2.78 


(( 


2^x2 


J. 

4 


3.7 


1.07 


u 


3 x2i 


# 


10.4 


3.05 


i( 


2M2 


A 


4.5 


1.31 












a 


2^x2 
2^x2 


a" 


5.8 


1.55 


A 95 


U X 2i 


i 


4.9 


1.44 


u 


A- 


6.1 


1.78 




3jx2i 


t\ 


6.1 


1.78 


u 


2^x2 


* 


6.8 


2.00 




^x2i 




7.2 


2.11 


u 


2^x2 


TO 


7.6 


2.22 




3Jx2i 


tV 


8.3 


2.44 












3Jx2i 


i 


9.4 


2.75 


A 93 


3 x2i 


1 
4 


4.5 


1.32 




3^x2^ 


A 


10.4 


3.06 


a 


3 x2i 


t\ 


5,6 


1.63 




3|x2| 


V 


11.5 


3.36 


a 


3 x2J 


1 


6.6 


1.93 




3Jx2i 


1 1 


12.5 


3.66 


a 


3 x2i 


tV 


7.6 


2.22 




^x2i 


3 


13.4 


3.94 


u 


3 x2^ 


i 


8.5 


2.50 












Standard Angles vary only by Jq- inch. Sections shown on p 


)age 14. 



34 



CAMBRIA STEEL. 



WEIG-HTS AND DIMENSIONS OF STANDARD 

ANGLES. 

XJNlEQXJAli ILiEGrS-— Continued. 







TMck- 


Weight 


Area 


Section 


Dimensions. 




per 


of 


Kim- 
ber. 




ness. 


Foot. 


Section, 


Inches. 


Inckes. 


Pounds. 


Sij. Ins. 


A 97' 


3ix3 1 


t\ 


6.6 


1.94 


(•' 


3^x3 ■ 


3 

8 


7.9 


2.30 


a 


3^x3 , 


fs 


9.1 


2.66 


u 


3Jx3 i 


* 


10.2 


3.00 


a 


3Jx3 1 


_9_ 

1 t^. 


11.4 


3.34 


u i 
1 


3Jx3 1 


i 


12.5 


3.68 


" ! 


3^x3 ! 


ih 


13.6 


4.00 


" i 


3Jx3 ' 


f 


14.7 


4.32 


(( 


8Jx3 


13 


15.8 


463 


(( 


3^x3 


t 


16.8 


493 


A 99 


4 x3 


A 


7.2 


2.. 09 


ii 


4 x3 


f 


8.5 


2.49 


a 


4 x3 


tV 


9.8 


2.88 


u 


4 x3 


* 


11.1 


3.25 


u 


4 x3 


A 


12.4 


3.63 


(( 


4 x3 




13.6 


3.99 


(( 


4 x3 


ft 


14.8 


4.34 


(( 


4 x3 


^ 


16.0 


4.69 


(( 


4 x3 


tI 


17.1 


5.03 


a 


4 x3 


f 


18.3 


5.36 


AlOl 


5 x3 


A 


8.2 


2.41 


u 


5 x3 


f 


9.8 


2.86 


u 


5 x3 


t\ 


11.3 


3.31 


(( 


5 x3 


\ 


12.8 


3.75 


n 


5 x8 


A 


14.3 


419 


" 


5 x3 


I 


15.7 


461 


u 


5 x8 


H 


1 17.1 


5.03 


(( 


5 x8 


s 


18.5 


5.44 


(( 


5 x3 


l» 


19.9 


5.84 


(( 


5 x3 


^' 


21.2 


: 6.24 



Section^ Dimeusions, 
Kum- ■ 
ber. j — 



Inches. 



A103 5 
^' 5 
'' 5 
'' I 5 
'' 5 
- 5 
5 
5 
5 

" 5 
'' 5 
I 
Ai05: 6 



6 

16 
i 6 

; 6 
: 6 

l6 



A107i 6 
- 6 
" 6 
" 6 



xBi 
xU 
x3i 

x3^ 

x3j 

U 

U 

3| 

u 



x^ 

xU 

x^ 
x^ 
x^ 
x^ 
x^ 

x3i 
x3J 
x3J 
x3J 



x4 
x4 
x4 
x4 
x4 
x4 
x4 
x4 
x4 
x4 
x4 



1 

Thick- 


1 

Weight i 




per 


ne^. 


Foot. 

i 


Inches. 


! 
Pounds. 


tV 


8.7! 




10.4; 


i A 


12.0 1 


* 


13.6! 


Q 


15.2' 


t 


16.8: 


H 


18.3 i 


3 


19.8! 


H 


21.3 


i 


22.7 


a 


2421 


1 


11.7 


flT 


18.5 1 


i 


15.3 i 


A 


17.1 


* 


18.9 


H 


20.6 


f 


22.4 


II 


24.0' 


i 


25.7 


H 


27.3 


1 


28.9 


1 


12.3 


1^ 


14.3 


i 


16.2 1 


t\ 


18.1 


# 


20.0 


U 


21.8 


a 


23.6 


H 


25.4 


i 


27.2 


H 


28.9 


1 


30.6 



Area 
of 

Section. 

Sq. Ins. 

2=56 
8.05 
3.53 
400 
4.47 
4.93 
5.38 
5.82 
6.25 
6.68 



3.43 
3.97 
450 
5.03 
5.55 
6.06 
6.57 
7.06 
7.55 
8.03 
8.50 

3.61 

419 
4.75 
5.31 
5.86 
6.41 
6.94 
7.47 
7.99 
8.50 
9.00 



Standard Angles 



vary only by ^^ 



inch. Sections shown on page 14. 



CAMBRIA STEEL, 



35 



WEIGHTS AND DIMENSIONS OF SPECIAL 
ANG-LES. 



]e:qxjaz« x^^ob. 







Thick- 


Weight 


Area 






Thick- 


Weight 


Section 


Bimensions. 




per 


of 


Section 


Dimensions. 




per 


Num- 




ness. 


Foot. 


Section. 


Num~ 




ness. 


Foot. 


ber. 










hflr 








Inches. 


Inches. 


Pounds. 


S(i. Ins. 




Inches. 


Inches. 


Pounds. 


A 41 


Sixgi 


A 


2.8 


,81 


A 45 


4ix4J 


t'-k 


9.3 


a 


2|x2i 


i 


3.7 


1.07 


a 


^x^ 


f 


11.0 


u 


2ix2x 


t'tt 


4.5 


1.31 


u 


Ai^ii 


A 


12.8 


a 


2ix2i 


T6 


5.3 


1.55 


u 


4ix4J 


* 


14.5 


a 


2ix2i 


6.1 


1.78 


a 


4Jx4J 


A 


16.2 












u 


Ai X 4J 


* 


17.8 












a 


4ix4J 


ii 


19.5 


A 43 


2f x2| 


T'iT 


3.4 


1.00 


A 47 


5 x5 


a 


12.3 




2Jx2| 


^ 


4.5 


1.32 


(( 


5 x5 


tV 


14.3 




2|x2| 


t\ 


5.6 


1.63 


ii 


5 x5 


^ 


16.2 




2|x2f 


t 


6.6 


1.93 


(( 


5 x5 


A 


18.1 




2f xga 


tV 


7.6 


2.22 


(( 


5 x5 


> 


20.0 




2|x2| 


* 


8.5 


2.50 


u 


5 x5 


ii 


21.8 



Area 

of 

Section. 

Stj. Ins. 

2.72 
3.24 
3.75 
4.25 
4.75 
5.24 
5.72 

3.61 
4.19 
4.75 
5.31 

5.86 
6.41 



Sections shown on page 13. 



36 




CAMBRIA STEEL. 




WEIGHTS AND DIMENSIONS OF SPECIAT. 






ANG-LES. 






UNSQXTAr. I^SGS. 




Section 




Thick- 


Weight 


Area 


Section 




Thick- 


Weight 


Area 




Dimensions. 




per 


of 


\j\jyjvx\Jix 


Dimensions. 




per 


of 


Num- 




ness. 


Foot. 


Section. 


Num- 




ness. 


Foot. 


Section. 


ber. 

A170 










ber. 
A129 








Inches. 


Inches. 


Pounds. 

1.0 


Sq. Ins. 
.28 


Inches. 


Inches. 


Pounds. 


Sq. Ins. 


Ifxlf 


i 


3 x2 


A 


3.1 


.91 












" 


3 x2 T 


4.1 


1.19 


A167 


Ux 1 


i 


1.0 


.27 


a 


3 x2 


A 


5.0 


1.47 


A165 


Ifxll 


A 


2.8 


.81 




3 x2 

3 x2 


\ 


5.9 

6.8 


1.74 
2.00 


A163 


If X 11 


A 


1.8 


.53 


i( 


3 x2 


i 


7.7 


2.25 


A121 


2 xlf 


A 


2.1 


.60 












i( 


2 xlf 


1 D 

i 


2.7 


.79 


A151 


31x2 


i 


4.5 


1.32 


(( 


2 xlf 


A 


3.3 


.96 


i( 


3^x2 


A 


5.6 


1.63 


a 


2 xl| 


Q 


3.9 


1.13 


u 


31x2 


f 


6.6 


1.93 


(1 


2 xlf 


A 


4.4 


1.29 


u 


3^x2 


A 


7.6 


2.22 




o 


X 






u 


31x2 


i 


8.5 


2.50 


A123 


2 xU 


i 


1.5 


.43 


(( 


31x2 
3^x2 


A 


9.5 


2.78 


u 


2 xlj 


A 


2.2 


.63 


li 


f 


10.4 


3.05 


kl 


2 xli 


i 


2.8 


.82 












ii 


2 xlj 


A 


3.4 


1.00 












u 


2 xli 


1 


4.0 


1.18 


A131 


4 x3i 


A 


7.7 


2.25 


u 


2 x U 


A 


4.6 


1.34 


a 


4 x3i 


3 

8 


9.1 


2.68 




2 


± D 






a 


4 x3J 


A 


10.6 


3.09 


A125 


2Jxli 


A 


2.3 


.67 


a 


4 x3J 


i 


11.9 


3.50 


u 


21x11 


i 


3.0 


.88 


u 


4 x3^ 


A 


13.3 


3.91 


a 


21x11 


A 


3.7 


1.08 


a 


4 x3^ 


i 


14.7 


4.30 


u 


2Jxli 


1 


4.4 


1.27 


a 


4 x3J 


a 


16.0 


4.69 


(( 


2Jxli 


A 


5.0 


1.45 












A127 


2ixli 


A 


2.5 


.72 


A133 


41x3 


f 


9.1 


2.68 


a 


2Jxli 


J. 

4 


3.2 


.94 


u 


41x3 


A 


10.6 


3.09 


u 


2ixlJ 


T^IB 


4.0 


1.16 


a 


41x3 


i 


11.9 


3.50 


u 


2ixli 




4.7 


1.36 


a 


41x3 


A 


13.3 


3.91 


<( 


21x11 


16 


6.3 


1.56 


a 


41x3 


i 


14.7 


4.30 












(( 


41x3 


H 


16.0 


4.69 


A161 


21^ If 


A 


2.6 


.77 






1 1> 






u 


2ixU 


V 


3.4 


1.00 














'^ Z 4 


4 






A135 


5 x4 


A 


11.0 


3.24 


A128 


2f X l^i 


A 


2.6 


.77 


a 


5 x4 


12.8 


3.75 


u 


2|xli 


i 


3.4 


1.00 


u 


5 x4 


\ 


14.5 


4.25 


u 


2f xlj 


A 


4.2 


1.24 


(( 


5 x4 


A 


16.2 


4.75 


(( 


2Jxli 


A 


5.0 


1.46 


u 


5 x4 


i 


17.8 


5.24 


(( 


2JxlJ 


5.7 


1.67 


u 


5 x4 


i\ 


19.5 


5.72 




Sect 


ions shown o 


1 pages 13 and 15. 


1 



CAMBKIA STEEL, 



37 



"WEIGf-HTS AND DIMENSIONS OF SPECIAL 
ANG-LES. 

xx2sr:^QUAXa x^eob^-continued. 







Thick- 


Weight 


Area 






Thick- 


Weight 


Area 


Section 


Dimensions. 




per 


of 


Section 


Dimensions. 




per 


of 


Num- 




ness. 


Foot. 


Section. 


Num- 




ness. 


Foot. 


Section. 


ber. 










ber. 












Inches. 


Inches. 


Pounds. 


Sq. Tns, 




Inches. 


Inches. 


Pounds. 


Sq. Ins. 


A109 


7 x3J 


tV 


15.0 


4.41 


A109 


7 x3} 


f 


24.9 


7.32 


(( 


7 x3J 


* 


17.0 


6.00 


a 


7 x3J 


13 
1 6 


26.8 


7.88 


(( 


7 x3J 


t\ 


19.1 


5.59 


u 


7 x3i 


i 


28.7 


8.43 


a 


7 x3i 


# 


21.0 


6.18 


a 


7 xU 


H 


30.5 


8.97 


u 


7 x^ 


H 


23.0 


6.75 


a 


7 x3J 


1 


32.3 


9.50 



Sections shown on page 15. 



"WEIGHTS AND DIMENSIONS OP ODD ANGLES, 







Thick- 


Weight 


Area 






Thick- 


Weight 


Area 


Section 


Dimensions. 




per 


of 


Section 


Dimensions. 




per 


of 


Num- 




ness. 


Foot. 


Section. 


Num- 




ness. 


Foot. 


Section. 


ber. 










ber. 












Inches. 


Inches. 


Pounds. 


Sq. Ins. 




Inches. 


Inches. 


Pounds. 


Sq. Ins. 


A 61 


H xlj 


^ 


1.3 


.36 


A253 


3Jx2 




6.4 


1.88 


« 


IJ xlj 


A 


1.8 


.53 


a 


3ix2 


7.4 


2.18 












u 


3^x2 


J 


8.4 


2.47 


A155 


SAxiA 


a 


2.1 


.60 













Sections shown on page 13. 



WEIGHTS AND DIMENSIONS OP 



Section 
Number. 



B 171 

B 173 
(I 

u 



Depih 


Weight 


Area 


Thickness 


of 


per 


of 


of 


Beam. 


Foot. 


Section. 


Web. 


Inches. 


Pounds. 


Sq. Ins. 


Inches. 


5^V 


11.5 


3.37 


s 


6 


14.0 


4.11 


„9 


6 


15.3 


4.48 


M 


6 


18.4 


5.42 


i 



Width 

of 
Flange. 

Inches. 



91 

4| 
4A 



Diameter 

of 

Head. 



Inches. 



Page 

Number of 

Section. 



18 
18 
18 
18 



jp^-jiayma w 



38 



CAMBKIA STEEL. 



^WEIGHTS AND DIMENSIONS OP 
EQUAL LEGS. 



Section 
Number. 



T 5 
T 181 
T 183 
T 187 
T 189 
T 37 



39 
41 
42 
49 
67 
69 
73 
97 



! Width 


Bepti 


of i 


of 


1 Flange. 

1 


Bar. 


; Inches. 

i 


laches. 


1 


1 
1 i 


I* 


1^ 

If 
If 

2 


i 2 


2 


! 2i 
! 4 

! 4 

i 3 


3 


1 3 


3 


! 3 


3 


! H 


H 



Thickness 

of 
Flange. 



Inches. 



1 

8 
_3_ 

16 

A 

_3_ 

16 

ft 

1 



1 6 
X 

4 

_5_ 
15 
_5_ 
1 6 

A 

3. 
8 

i 

3 

8 



32 

3% 

4 

4 
J. 
4 
5 
T6 
3 
8 

8 
3 
8 
3 



16 
_9_ 
1_6 

T6 



Thickness 

of 

Stm. 



Inches. 



32 
_5_ 
3 2 



i 
4 

1% 

4 

_:5_ 

16 

ft 

5_ 
16 
3. 
8 
-1 
2" 
3. 
8 



¥2 

3% 
4 
4 



_5_. 
16 

3. 

8 

3. 

8 

3 

8 

IQ 
_9_ 
1 6 

_7_ 
16 



Weight 


1 

Area 


per 


of 


, Foot. 


Section. 


I Pounds. 

i 

1 1.0 


Sq. Ins. 


.27 


1 1.4 


.41 


1 1.6 


.45 


1 1.7 


.48 


1.9 


.55 


3.7 


1.07 


4.4 


1.28 


4.2 


1.21 


5.0 


1.46 


5.6 


1.63 


6.8 


1.99 


7.9 


2.31 


10.1 


2.96 


9.3 


2.74 



Number of 



Sectior 



20 
20 
20 
20 
20 
19 
19 
19 
19 
19 
19 
19 
1.9 
19 



\\rEIG-HTS AND DIMENSIONS OF 

liEGXJX-AFl T'-=BARS. 

UNEQUAL LEGS. 





Width 


Depth 


Thickness 


Thickaess 


Weight 


Area 


Page 
Number of 


Section 


of 
Flange. 


of 
Bar. 


of 

Flange. 


of 
Stem. 


per 

Foot. 


of 
Section. 


Uumber. 


















Inches. 


Inches. 


Inches. 


Inches. 


Pounds. 


S^. Ins. 


Section. 


T 185 


u 


ift 


ft to i 


A ^0 ^2 


1.5 


.44 


20 


T 22 


^ 


H 


3 i( 9 
T6 ■32 


A " A 


3.0 


.86 


20 


T 65 


3 


u, 


f " ft 


* " A 


7.2 


2.11 


20 


T 84 


3 


4 


1 " ft 


1 " A 


9.3 


2.74 


20 


T 101 


3i 


4 


1 " ft 


i '' A 


10.0 


2.94 


20 


T 140 


42 


3* 


ft' " ft 


H '' i 


15.9 


4.65 


20 


T 169 


5 


3 


h " ft 


M " 1 


13.6 


3.99 


20 



CAMBHIA STEEL. 



39 



WEIGHTS AND DIMENSIONS OP 



Section 
Number. 


Depth of 
Bar. 


Length of 
Legs. 


Thickness 
of Web 
and Legs. 


Weight per 
Foot. 


Area 

of 

Section. 


Page 

Number of 

Section. 




Inches. 


Inches. 


Inches. 


Pounds. 


Sq. In. 


Z 6 


3 

3iV 


2H 


A 


6.7 

8.4 


1.97 
2.48 


16 


Z 9 


Iv 


2| 


i 

ft 


9.7 
11.4 


2.86 
3.36 


16 


Z13 


3 

3iV 


if 


i 

9 
T3- 


12.5 

14.2 


8.69 
4.18 


16 


Z2i 


4 

4* 




8 


8.2 
10.3 
12.4 


2.41 
3.03 
3.66 


16 


Z25 


4 

4* 




t 

16 


13.8 
15.8 
17.9 


4.05 
4.66 
5.27 


16 


Z29 

n 


4 

It 


8tV 




18.9 
20.9 
23.0 


5.55 
6.14 
6.75 


16 

n 


Z37 


5 




t 
ft 


11.6 
13.9 
16.4 


3.40 
4.10 
4.81 


17 


Z41 


5 

ft 


3i 

It 


1 


17.9 
20.2 
22.6 


5.25 
5.94 
6.64 


17 

u 


Z45 

u 


5 


y. 

3| 


if 


23.7 
26.0 

28.3 


6.96 
7.64 
8.33 


17 

(( 


Z53 

u 


6 

^t 


31 

3ft 
3| 


3 

i 


15.6 
18,3 
2L0 


4.59 
5.39 
6.19 


17 

U 




6 

H 


H 

3ft 
3t 




22.7 
25.4 
28.1 


6.68 
7.46 

8,25 


17 

U 


Z61 


6 
6b^ 


3i 
3ft 
81 


3 

4 
13 

? 


29.3 
31.9 
34.6 


8.63 

9.39 

10,17 


17 

;: 


Z67 


7i 


3 


1 


16,8 


4.78 


18 


Z73 


8 


3 


1 


16.9 


4.97 


18 



40 



CAMBRIA STEEL. 



STANDARD CONNECTION ANGLES FOR 
I-BEAMS AND CHANNELS. 

Standard angle connections for all sizes of beams and channels are 
shown on page 43. These are of sufficient strength for all usual con- 
nections of the various sizes shown, figured on the basis of 10 000 pounds 
per square inch, as the allowable unit stress for single shear of rivets 
or bolts, and 20000 pounds per square inch as the allowable unit stress 
for double shear and bearing value of the parts connected by the rivets. 

When beams of very short spans are loaded to their full capacity, 
the end shear or reaction which has to be transmitted through the 
connections becomes so great that stronger connections than the stand- 
ard should be used. 

The following tables give the limits of length below which the 
standard connections do not apply and for which special designs should 
be made. For all lengths greater than those given in the tables the 
standard connections are sufficiently strong. 

MINIMUM SPANS OF STANDARD CHANNELS FOR 

WHICH STANDARD CONNECTION ANGLES 

MAY BE SAFELY USED WITH CHANNELS 

UNIFORMLY LOADED TO THEIR PULL 

CAPACITY, IN ACCORDANCE ^WITH 

TABLES OF SAFE LOADS, FOR 

FIBER STRESS OF 16 000 LBS. 

PER SQUARE INCH. 







Mini- 
rmim 




Depth 
of 


Weight 


Mini- 
mum 




Depth 
of 


Weight 


Mini- 

TTITITTI 


Section 


Chan- 


/oot. 


Safe 


Section 


Chan- 


/'^ 


Safe 


Section 


Chan- 


/''. 


Safe 


Number 


nel. 


Span. 


Number 


nel. 


Foot. 


Span. 


Number 


nel 


Foot. 


Span. 




Inches. 'Pounds. 


Feet. 


Inches. 


Pounds. 


Feet. 


Inches. 


Pounds. 


Feet. 


C 5 


3 


4.0 


1.1 


21 


7 


12.25 


2.6 


33 


10 


25.0 


5.5 


li 


(( 


5.0 


0.8 


u 


(( 


14.75 


2.3 


u 


« 


30.0 


6.2 


(( 


« 


6.0 


0.8 






17.25 
19.75 


2.6 
2.9 


u 


« 


35.0 


7.0 


G 9 


4 


5.25 


1.9 


















u 


a 


6.25 


1.5 


25 


8 


11.25 


4.4 


41 


12 


20.5 


5.4 


(( 


u 


7.25 


1.4 


(( 


u 


13.75 


3.4 


a 


u 


25.0 


4.8 










u 


u 


16.25 


3.0 


n 


a 


30.0 


5.4 


C13 


5 


6.5 


2.8 


u 


u 


18.75 


3.3 


(i 


ii 


35.0 


6.0 


(( 


'^ 


9.0 


2.1 


(( 


u 


21.25 


3.6 


i( 


li 


40.0 


6.6 


(( 


u 


11.5 


2.5 


29 


9 


13.25 


5.4 










017 


6 


8.0 


3.9 


u 


(( 


15.00 


4.6 


53 


15 


33.0 


7.4 


a 


u 


10.5 


3.0 


(( 


« 


20.00 


4.1 


u 


it 


35.0 


7.1 


(( 


(( 


13.0 


3.5 


(( 


u 


25.00 


4.7 


11 


(( 


40.0 


7.0 


a 


(( 


15.5 


3.9 










n 


it 


45.0 


7.5 










33 


10 


15.0 


6.6 


li 


'' 


50.0 


8.1 


021 


7 


9.75 


3.4 


t( 


u 


20.0 


4.9 


(( 


(( 


55.0 


8.7 







CAMBRIA STEEL. 


41 


MINIMUM SPANS OF I-BEAMS FOR 


"WHICH 


STANDARD CONNECTION ANG-LBS MAY BE 


SAFELY USED "WITH I-BEAMS UNIFORMLY 




LOADED TO THEIR FUT.T, CAPACITY, | 




IN ACCORDANCE \VITH TABLES 








OF SAFE LOADS, FOR FIBER 








STRESS OF 16 000 LBS. 








PER SQUARE INCH. 




Section 


Depth 

of 
Beam. 


Weight 
Foot. 


Mini- 
mum 
Safe 


Section 


Depth 

of 
Beam. 


Weight 
Foot. 


Mini- 
mum 
Safe 


Section 


Depth 

of 
Beam. 


Weight 
Foot. 


Mini- 
mum 
Safe 


Number 






Span. 


Number 






Span. 
Feet. 


Number 






Span. 


Inches. 


Pounds. 


Feet. 


Inches. 


Pounds. 


Inches. 


Pounds. 


Feet. 


B 5 


3 


5.5 


1.7 


B29 


9 


30.0 


6.8 


B113 


15 


80.0 


15.9 


i( 


(( 


6.5 


1.2 


u 


u 


35.0 


7.5 


i( 


(( 


85.0 


16.4 


(( 


il 


7.5 


1.2 










il 


a 


90.0 


17.0 










B33 


10 


25.0 


9.3 


a 


a 


95.0 


17.5 


B 9 


4 


7.5 


2.8 


u 


u 


30.0 


8.1 


u 


a 


100.0 


18.1 


(( 


u 


8.5 


2.2 


(( 


a 


35.0 


8.8 










(( 


u 


9.5 


2.0 


(( 


" 


40.0 


9.6 


B65 


18 


55.0 


13.7 


u 


(( 


10.5 


2.2 










a 


a 


60.0 


11.9 










B41 


12 


31.5 


7.3 


a 


a 


65.0 


11.8 


B13 


5 


9.75 


4.1 


u 


" 


35.0 


7.7 


a 


il 


70.0 


12.4 


(( 


a 


12.25 


3.3 


li 


u 


40.0 


8,2 










u 


a 


14.75 


3.7 










B73 


20 


65.0 


13.9 










B105 


12 


40.0 


9.0 


a 


u 


70.0 


12.5 


B17 


6 


12.25 


5.6 


(i 


u 


45.0 


9.6 


a 


u 


75.0 


12.8 


U 


(( 


14.75 


4.8 


a 


(( 


50.0 


10.2 










il 


(( 


17.25 


5.3 


a 


u 


55.0 


10.8 


B121 


20 

11 


80.0 
85.0 


14.8 
15.2 


B21 


7 


15.00 


4.9 


B53 


15 


42.0 


10.2 


u 


11 


90.0 


15.7 


<( 


u 


17.50 


3.8 


(( 


i( 


45.0 


9.4 


a 


i( 


95.0 


16.2 


(( 


u 


20.00 


3.6 






50.0 
55.0 


9.7 
10.3 


a 


u 


100.0 


16.7 


B25 


8 


18.00 


6.2 


(( 


a 


60.0 


10.8 


B89 


24 


80.0 


17.7 


u 


u 


20.25 


5.1 










i( 


u 


85.0 


16.1 


a 


u 


22.75 


4.8 


B109 


15 


60.0 


12.3 


(( 


u 


90.0 


16.1 


i( 


u 


25.25 


5.1 


u 


u 


65.0 


12.8 


a 


(( 


95.0 


16.6 










u 


u 


70.0 


13.4 


(( 


(. 


100.0 


17.1 


B29 


9 


21.0 


7.7 


a 


i( 


75.0 


13.9 










(( 


a 


25.0 


6.2 


u 


n 


80.0 


14.5 













42 



CAMBRIA STEEL. 



OAST IRON SEPABATOKS FOR I-BEAMS. 



< 



c i 



^ 


* 


^ 


1 

r< 


E — 


H ci 

L 

H 



(R 



Beams. 


Separators. 


Bolts, 
Square Heads and Hex Nuts. 




d 


Weight 
per 

Foot. 


Out to Out 
of Flanges 
of Beams. 


Center 
to Cen- 
ter of 
Beams. 


1 


Weight. 


Increase of Weight for 
each inch additional 
spread of Beams. 


1 


io5 

c 


1 

E 


Weight 

of Bolts 

and 

Nuts. 


of Weight of 
each in. addi- 
read of Beams 


Number 


^ 


B 


t 


Increase 
Bolts ibi 
tional sf 




In. 


Pounds. 


Inches. 


Inches. 


In. 


Founds. 


Pounds. 


In. 


In. 


In. 


Pounds. 


Pounds 







SEPARATORS WITH ONE 


BOLT. 






B 5 


3 


5.5 


5A 


3 


t 


1.1 


.29 


t 




H 


.94 


.085 


B 9 


4 


7.5 


5^ 


H 


u 


1.6 


.38 


? 




H 


.98 


.123 


B 13 


5 


9.75 


6* 


U 


ii 


2.0 


.49 




i 




d 


1.01 




B 17 


6 


12.25 


7i% 


4 


* 


3.3 


.78 




i 




5 


1.07 




B 21 


7 


15.0 


n 


H 


u 


3.9 


.92 




i 




H 


1.10 




B 25 


8 


18.0 


8i 


aI 


ii 


47 


1.06 




i 




5t 


1.15 




B29 


9 


21.0 


9A 


5 


ii 


5.9 


1.20 




i 




H 


1.21 




B 33 


10 


25.0 


9V 


H 


ii 


6.8 


1.33 




i 




^ 


1.24 




B41 


12 


31.5 


10 f 


5| 


ii 


8.8 


1.61 


a 




u 


1.30 




B105 


12 


40.0 


111 


6 


(i 


8.9 


1.58 




i 




n 


1.35 


" 







SEPARATORS WTH TWO BOLTS. 






B 41 


12 


31.5 


lOJ 


5f 


h 


9.5 


1.61 


? 


6,^ 


^ 


2.61 


.246 


B105 


12 


40.0 


111 


6 


ii 


9.5 


1.58 


it 


11 


7^ 


2.70 


ii 


B 53 


15 


42.0 


llf 


H 


a 


12.5 


2.02 


a 


7 


7i 


2.76 


(( 


B109 


15 


60.0 


12f 


62 


a 


13.0 


1.97 


« 


ii 


8* 


2.92 


a 


B113 


15 


80.0 


13.- 


7^ 


ii 


13.2 


1.91 


a 


ii 


81 


3.10 


a 


B 65 


18 


55.0 


12f 


m 


i 


19.8 


2.41 


ii 


9 


8 


2.89 


a 


B 73 


20 


65.0 


13| 


7 


u 


22.9 


3.37 


1 


10 


^ 


4.20 


.334 


B121 


20 


80.0 


14S 


7? 


(( 


24.6 


3.34 


» 


a 


H 


4.49 


ii 


B 89 


24 


80.0 


14J 


71 


(( 


30.3 


4.07 


" 


12 


H 


4.45 


« 



Lengths and weights of separator bolts in above table are for girders composed of 
two beiins of minimum section as shown. Lengths of bolts for intermediate and 
maximum sizes of beams may be obtained by adding twice the increase of web 
thickness to the lengths given. 



CAMBKIA STEEL. 



43 



STANDABD GONNEOTION ANGLES 
FOR I-BEAMS AND CHANNELS. 

FOR 3''AND 4'' 
BEAMS AND CHANNELS 



FOR 5 AND 6" 
BEAMS AND CHANNELS 






// // // // 

FOR 7, 8, 9 AND 10 

BEAMS AND CHANNELS 



.^4 

Si 



8 ' '8 

ex4x I ANGLE -1 



I LONG 









J I 



I4 ^ ' '^4. 



6 X 4 X I ANGI^ -2 1 LONG 



4-4- 



FOR 12 BEAMS AND CHANNELS 



lfU2i'^^'li" 



FOR 15 BEAMS AND 
CHANNELS 




6x4x1 ANGLE -5 LONG 



R--f-+ 






Mf^st'M 



--r-f-t-t 



tt^^2i^2i-hHli 
// // // // 

6 X 4 X f ANGLE -7 1 LONG 



FOR 18 BEAMS 



03 



lf^^2li2i-i24^ll^'' 
6 X 4'x i' ANGLE -Io'lONG 



I . . ,. r 

::>--ps¥i: ^\t K.h 4,1 ri',' 



I III 



l£i 4:-2#2i%2^%2i-'^ 



1^ 



4 X 4'x I'^ANGLE -13 LONG 



FOR 20 BEAMS 



FOR 24 BEAMS 






I I I I I I 

fil'H 4j yh r,]f< rj'i y^j„. 



-I 



2^ 



I I I I , I 






1 I I I I 



if^ t'I'ii r|^i yfr 



lifU-2^2^|^|^2^Hir 



4 X 4^ I'aNGLE -Is'lONG 

3^ 



t I I I I { 



418: 4 X I ANGLE -18 LONG 



ALL RIVETS OR BOLTS TO BE i DIAMETER ALL OPEN HOLES TO BE if DIAMETER 



44 



CAMBRIA STEEL. 



LOCATION OP CONNECTION ANGLES FOR 
BEAMS OF THE SAME OR DIFFERENT 
SIZES FRAMING- OPPOSITE, BOT- 
TOMS OR TOPS FLUSH. 



■e- 



--Q-c fr — -^ 
o 



■^ 



't^. 



._t. 



DEPTH OF BEAMS. 
















Tl 


r; 


■n 


■R 


Inches. 












Main 


Opposite 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Beam. 


Beam. 












8 


3 


IX 


1>^ 


IK 




. . 


4 


3 


iy2 


2K 


1>^ 


. . 




(t 


4 


2 


2 


2 


• • 




6 


4 


2 


3 


2 






(( 


5 


2% 


23^ 


2>^ 


• • 




6 


4 


2 


4 


2 






i( 


6 


(( 


(( 


3 






t( 


6 


3 


3 


3 


. . 




7 


4 


2% 


2 


^ 


1 


IK 


(t 


6 


«t 


(( 








(( 


6 


(» 


(( 




1 


(( 


7 


2>^ 


2% 


• • 


• • 


8 


4 


23^ 


3 


i^ 


1 


}y^ 


(( 


5 


i( 


u 








(» 


6 


(( 


(( 


3% 




1 


i( 


7 


(( 


i( 


2 


. 


2 


a 


8 


2% 


2% 


2% 


• • 


• • 


9 


5 


2% 


4 


2X 








4( 


6 


(t 


(( 


3K 


, . 


1 


(( 


7 


(( 


4( 


2 


, . 




ti 


8 


(i 


(( 


3 


, , 


. , 


<( 


9 


3M 


3M 


3^ 


• ' 


• • 


10 i 6 


2>^ 


5 


8^ 


. . 


1 


4» 7 


14 


" 


2 


, . 


2 


«» 8 


4( 


(4 


3 




3 


♦* 9 


(( 


44 


4 


. 


4 


10 


3M 


3^ 


3M 


. . 





For cases where D is zero or E is V or zero cut beam back 3^" or cope flanges 
back ^o" to clear rivet head. 



CAMBRIA STEEL. 



45 



LOCATION OP CONNECTION ANGLES FOR 
BEAMS OP THE SAME OR DIPPERENT 
SIZES PRAMING- OPPOSITE, BOT- 
TOMS OR TOPS PLUSH. 




DEPTH OF BEAMS. 



IncheSo 



Main 
Beam. 



12 
16 



18 

(( 

(( 



20 

a 
a 



24 



Opposite 



8 

9 

10 

12 

8 

9 

10 

12 

15 

8 
9 
10 
12 
15 
18 

8 
9 
10 
12 
15 
18 
20 

8 
9 
10 
12 
15 
18 
20 
24 



Inches. 



33^ 



33^ 



(( 

4 



3^ 



3% 



Inches. 



83^ 

3% 

t( 

4 

4?^ 



3% 
6% 



D 



Indies, Inches. 



1^2 









4 



E 



Inches. 



li 






2% 



For cases where D is 3^'' or ^' or E is %" or \}^" cut beam back 3^" or cope 
flanges back y^' to clear rivet nead. 



46 CAMBRIA STEEL. 



BEARING- PLATES FOR SHAPES USED AS 

BEAMS. 

Shapes used as beams resting on masonry walls or piers will generally require 
bearing plates of steel or their equivalents, set in or upon the masonry to properly 
distribute the load thereon with due regard to the allowable safe pressures for the 
class of stonework or brickwork in question. 

A table ol bearing plates is presented on page 47, which gives the bearing values 
in pounds for plates of various sizes based on the safe unit pressure allowable on 
different classes of masonry. As the strength of masonry varies largely dependent 
upon the qualities of the material used, the workmanship and age, it is impossible 
to present absolute figures for safe unit pressures for all classes of work, but the 
values given below are believed to fairly represent these for the usual kinds of ordi- 
nary architectural masonr\\ The strength of ordinar^r masonry generally depends 
upon the crushing value of the mortar or cement used and does not bear any fixed 
relation to the ultimate strength of the brick or stone entering into the construction. 

The table of bearing plates gives the bearing values of various sizes of plates 
when used with diflferent classes of masonry, but the thickness of the plate should 
be computed for each case. 

For a plate of given length and breadth the thickness depends upon the allowable 
load and unit stress, and the width of the flange of the beam or channel resting 
upon it. 

The thickness may be determined by the following formula : 



t = thickness of plate in inches. 

1 = length of plate in a direction perpendicular to the axis of the beam or channel 
in inches. 

b = width of flange of beam or channel in inches. 

R = reaction at point of support in pounds. 

For uniformly distributed loads R = one-half of the load given in Tables of Safe 
Loads, pages 76 to 92 inclusive. 

p = allowable stress in pounds per square inch on extreme fibre of plate. 

b' = width of plate in the direction of the axis of the beam or channel; i. e., bear- 
ing on wall in inches. 

If p = 16 000 lbs. for steel we have 

t=.00685(l-b)^/^ 

Examples. 

What is the proper size of steel bearing plate to be used in a wall of good brick 
laid in lime mortar to support the end of a 10-inch standard I-Beam, weighing 25 
pounds per foot, of 16-foot span, subjected to its safe load uniformly distributed? 

On page 79 in the Table of Safe Loads Uniformly Distributed for Cambria 
I-Beams, the total load is found to be 16280 pounds, and half of this, or 81-10 
poimds, will be the reaction at each end. 

On referring to the Table of Bearing Plates, on page 47, the proper size for this 
load on the class of masonry in question is found to be G^xlO''. The width of 
flange of a 10-inch 25 lb. standard beam is 4.66 inches. 

Substituting these values in the formula for thickness gives 

I 8140 
t = . 00685 (10 — 4.66) \^^q = '^'^^ 

The nearest commercial size above this is y^ inch, which is the thickness required. 

If a shorter plate would suit the location better it may be seen from the table that 
a plate 8"x8" will give the necessary bearing value and the thickness of this 
would be 

t = .0]685(8 — 4.66) V-|^=. 258 

and the nearest commercial size above this is jV'j ^vhich is the thickness required. 



CAMBRIA STEEIi, 



47 



BEARING PLATES FOR I-BEAMS AND 

CHANNELS. 

To be used on walls of different kinds of masonry. 







Safe Bearing Yalue of Plate in 






Safe Bearing Yalue of Plate in 


1. 


-2 


Pounds. 


it 
14 


s 


Pounds. 


P-l M 

4x 4 


5-1 

2880 


it 

4800 


2400 


1 

r 

3200 


51 

14x14 


35280 


lb 

CO Pi 

-s i 




29400 


P4 


4 


58800 


39200 


4 


4x 6 


4320 


7200 


3600 


4800 


14 


14x16 


40320 


67200 


33600 


44800 


4 


4x 8 


5760 


9600 


4800 


6400 


14 
14 


14x18 
14x20 


45360 
50400 


7560037800 
84000:42000 


50400 
56000 


6 


6x 6 


6480 


10800 


5400 


7200 














6 


6x 8 


8640 


14400 


7200 


9600 


16 


16x16 


46080 


76800 


38400 


51200 


6 


6x10 


10800 


18000 


9000 


12000 


16 


16x18 


51840 


86400 


43200 


57600 














16 


16x20 


57600 


96000 


48000 


64000 


8 


8x8 


11520 


19200 


9600 


12800 


16 


16x22 


63360 


105600 


52800 


70400 


8 


8x10 


14400 


24000 


12000 


16000 














8 


8x12 


17280 


28800 


14400 


19200 


18 


18x18 


58320 


97200 


48600 


64800 














18 


18x20 


64800 


108000 


54000 


72000 


10 


10x10 


18000 


30000 


15000 


20000 


18 


18x22 


71280 


118800 


59400 


79200 


10 


10x12 


21600 


36000 


18000 


24000 


18 


18x24 


77760 


129600 


64800 


86400 


10 


10x14 


25200 


42000 


21000 


28000 


























20 


20x20 


72000 


120000 


60000 


80000 


12 


12x12 


25920 


43200 


21600 


28800 


20 


20x22 


79200, 


132000 


66000 


88000 


12 


12x14 


30240 


50400 


25200 


33600 


20 


20x24 


86400 


144000 


72000 


96000 


12 


12x16 


34560 


57600 


28800 


38400 


20 


20x26 


93600 


156000 


78000 


104000 


12 


12x18 


38880 


64800 


32400, 


43200 















Bearing values are based on the following allowed pressures : 



Masonry. 



Ordinary Stone 

Good Stone 

Lrick in Lime Mortar. . . 
Brick in Cement Mortar 



Allowable Pressure. 



Pounds per 
Sc[uare Inch. 



180 
300 
160 
200 



Tons per 
S(iuare Foot. 



12.96 
21.60 
10.80 
14.40 



48 



CAMBBIA STEEL. 



STANDARD SPACING- OF RIVET AND BOLT 
HOLES THROUG-H FLANG-BS AND CON- 
NECTION ANGLES OF I-BEAMS, AND 
TANGENT DISTANCES BETWEEN 
FILLETS MEASURED ALONG 
THE WEB. 




T- 



y / A/,,V///J///////y/yly////////^/////y7,^ 






<1 



Depth 
of 



Weight. 



Inches, i Lbs.perPt. 



9 



5.5 
6.5 
7.5 

7.5 

8.5 

9.5 

10.5 

9.75 
12.35 
14.75 

12.25 

14.75 
17.25 

15.00 
17.50 
20.00 

18.00 
20.25 
22.75 
25.25 

21.0 
25.0 
30.0 
35.0 



10 25.0 
*' i 30.0 
" j 35.0 
*' 40.0 

12 i 31.5 
" 35.0 
*' 40.0 

12 I 40.0 
" I 45.0 
*' 1 60.0 



Inches. 



13^ 



1% 



Inches. In. 



4 
4; 

4il 

4% 

4.27 

4M 

4M 

4% 



^32 

4M 
4-li 



2^1 4% 

" I 4§| 

" I 4§i 

2M i 4ff if 



2^ 



2% 



4§j 
fit 

42S 

4ff 
5iV 



4ii 

4.15 

*555 

5^ 



i 4« 

is 



5 

7? 



T'k 






f^ 



Inches, 



1 13 



2t* 



^{. 



53/^ 



7^ 






93^ 



Depth 
of 

Beam. 



Inches. 



12 



15 



15 



15 



18 



20 



20 



24 



Weight. 



Lbs.perFt, 



55.0 



42.0 
45.0 
50.0 
55.0 
60.0 

60.0 
65.0 
70.0 
75.0 
80.0 

80.0 
85.0 
90.0 
96.0 
100.0 

55.0 
60.0 
65.0 
70.0 

65.0 
70.0 
75.0 

80.0 
85.0 
90.0 
95.0 
100.0 

80.0 
85.0 
90.0 
95.0 
100.0 



Ins. 



3M 



Z% 






3>^ 



Inches. 



4M 
5ts 
5 A 
5M 



It 

O32 

6p 

K19 



5^ 

5 3% 

5^ 



5tV 

5>i 
5^ 



Inches. 



il 









(( 

25 

F? 



1^ 



Inches. 



SA 



12% 

U 
(i 



ii?i 



lOH 



ISA 



I6H 



I6A 

(i 

201i 

i( 
(( 
it 



CAMBRIA STEEL 



49 



STANDARD SPACING OF RIVET AND BOLT 

HOLES IN FLANGES AND CONNECTION 

ANGLES OP CHANNELS, AND TANGENT 

DISTANCES BETWEEN FILLETS 

MEASURED ALONG THE WEB. 




^V 



^SSSffiSSSSSSSSS 



k T— 



11 "£ 



Depth 












Depth 












of 


Weight. 


m 


e 


q 


T 


of 


Weight. 


m 


e 


q 


T 


Channel 












Channel 












Inches. 


Lbs.perFt. 

4.0 
5.0 
6.0 


Inches. 


Inches. 


In. 


Inches. 


Inches. 


Lbs.perFt. 


Inches. 


Inches. 


In. 


Inches. 


3 


4M 

11 






8 
9 


21.25 

13.25 
15.00 


1t% 


4ff 


If 


6A 




5.25 


1 


III 

4M 




2U 


(( 


20.00 




3// 


(( 




6.25 
7.25 


(( 


(( 


(( 


25.00 


ik 


5U 


H 


i4 




6.5 
9.0 

11.5 
8.0 

10.5 


\M 


ttf 


? 


Sfs 


10 

(4 


15.0 
20.0 


IK 
1% 


4^ 


l4^ 


8j% 






4M 

tit 


35 

A 


(4 


4( 
44 
44 


25.0 
30.0 
35.0 


i 


5i% 


1 


44 
44 
(4 




13.0 


1t^ 


4if 


(( 


t( 


12 


20.5 


1% 


P 


if 


9^1 




15.5 


^TS 


5tV 


(i 


(( 


44 


g5-5 


1% 


3^ 




9.75 
12.25 
14.75 


11 


til 

4P 


8 


5.P 


44 
44 
44 


30.0 
35.0 
40.0 


2 

2ys 

2% 


5 

6M 


if 


44 
44 
(4 




17.25 
19.75 


iS 


(( 
(( 


if 
(( 


15 

44 


33.0 
35.0 


lif 


4§i 

4if 


f? 


i2r« 




11.25 


1% 


4P 


2/^ 


6f. 


44 


40.0 


2 


5*^ 


II 


(4 




13.75 


1/8 


4+i 


^# 


44 


45.0 


2% 


<4 




16.25 


4§| 


% 


(( 


44 


50.0 


2% 


5/. 


f? 


44 




18.75 


1/^ 


5 


hi 


(C 


44 


55.0 


2^ 


5r% 


" 



MAXIMUM SIZE 
AND 



OF RIVETS IN BEAMS 
CHANNELS. 



I-Beams. 


Channels. 


Depth 




Diameter 


Depth 




Diameter 


Depth 




Diameter 


of 


Weight. 


of 


of 


Weight. 


of 


of 


Weight. 


of 


Beam. 




Rivets. 


Beam. 




Rivets. 
Inches. 


Channel. 




Rivets. 


Inches. 


Lbs. per Ft. 
5.50 


Inches. 


Inches. 


Lbs. per Ft. 
42.0 


Inches. 


Lbs.perFt. 


Inches. 


3 


% 


15 


Yt 


3 


4.00 


% 

4 


4 


7 50 


^ 


15 


60.0 


4 


5.25 


5 


9.75 


15 


80.0 


Yi 


5 


6.50 


6 


12.25 


'4 


18 


55.0 


6 


8.00 


Yf 


7 


15.00 


20 


65.0 


1 


7 


9.75 


8 


18.00 


Yf 


20 


80.0 


44 


8 


11.25 


% 


9 


21.00 


24 


80.0 


44 


9 


13.25 


<t 


10 


25.00 


44 








10 


15.00 


(( 


12 


31.50 


44 








12 


20.50 


44 


12 


40.00 


44 








15 


33.00 


44 



50 



CAMBRIA STEEL. 



STANDARD SPACINQ OF RIVET AND BOLT 

HOLES IN ANGLES, T-BARS AND Z-BARS, 

WITH MAXIMUM SIZE OF RIVETS 

TO BE USED. 



k-m-:> 






"T 

m 

J. 



km-4 



^yA I iw 



W//KA I m 



]^m*j 



JkNOX^£:s. 



Length 




Diameter 


Length 




Diameter 


Length 




Diameter 


of 


in 


of 


of 


m 


of 


of 


m 


of 


Leg. 




Rivet. 


Leg. 




Rivet. 


Leg. 




Rivet. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


M 


/h 


i 


2 


lYs 


% 


3K 




1 






2M 


1% 


''4 


4 


g.'S^^ 




IM 


H 


2>^ 


a 


4)^ 


•^ ^°'B 


(( 


(i 


13^ 


a 


5 


oT S ^ ^ 


(( 


1'% 


(( 


2% 


" 


(C 


6 


^ § §.3 


(( 


ii 


it 




3 


1% 


Vs 


7 
8 


Varia 
ondi 
thick 
and 





"T-SA.l^S. 





Width 


Depth 






Mai. Diam. 




Mai. Diam. 


Section 


of 


of 


Weight. 


in 


of Rivets 


n 


of Rivets 


Number. 


Flange. 


Bar. 
Inches. 






in Stem. 




in Flange. 




laches. 


Lbs. per Ft. 


Inches. 


Inches. 


Inches. 


Inches. 


T 5 


1 


1 


1.0 


^ 


% 


Xf 


Yi 


'^181 


IVs 


13^ 


1.4 


44 


^ 


"183 


ui 


l4 


1.6 


% 


iC 


a 


(4 


"187 


1% 


13^ 


1.7 


H 


44 


a 


" 


"189 


Ws 


l4 


1.9 


% 


4( 


44 


44 


" 37 


2 


2 


3.7 


1% 


f? 


1 


Y^ 


" 39 


(( 


n 


4.4 


ii 


44 


" 41 


2% 


2% 


4.2 


1% 


Yt 


lYs 


44 


" 42 






5.0 




" 


44 


" 49 


23^ 


23^ 


5.6 


n 


n 


1^ 


44 


" 67 


3 


3 


6.8 


'4 


1^ 


44 


" 69 


(( 


(( 


7.9 


(i^ 


44 


" 73 


(( 


(( 


10.1 


a 


" 


44 


44 


" 97 


33^ 


3K 


9.3 


2 


1 


1% 


Ys 


"185 


IxV 


1.5 


T% 


Ys 


% 


Yd 


" 22 


23^ 


134 


3.0 


1^1 




1>4 
^4^ 


" 65 


3 


2}i 


7.2 


%, 


" 84 


3 


4 


9.3 


2% 


1 


(C 


"101 


33^ 


4 


10.0 


2% 


1 


IM 




"140 


43^ 


SK 


15.9 


2 


1 


234 


"169 


5 


3 


13.6 


1% 


Vs 


2^8 


Ya. 





Z 


-BikF&S. 






Section 


Depth 
of Bar. 


Weight. 


in 


Mai. Diam, of 
Rivets. 


Number. 


Inches. 


Lbs. per Foot. 


Inches. 


Inches. 


Z 5-Z 9-Z13 
"21-"25-"29 
"37-"41-"45 
"53-"57-"61 


3 to 3tV 

4 " 4^ 

5 " 5^/1 

6 " 6^/^ 


6.7 to 14.2 

8.2 " 23.0 

11.6 " 28.3 

15.6 " 34.6 


2' 


% 

44^ 

1 



CAMBBIA STEEL. 51 



FIREPROOF GONSTRXJCTION. 

Buildings of fireproof construction consist essentially of a steel 
frame or skeleton to support the floors, and in the case of high build- 
ings, the outside walls are also carried by the steel framing. All 
parts of the steel work are enclosed and protected by some fire-resist- 
ing material which should be of such quality and arrangement as not 
to disintegrate or fall away when heated to high temperatures and at 
the same time exposed to a stream of cold water. The fireproofing 
for the floors, in addition to its ability to afford a fireproof protection 
to the steel beams, must be capable of supporting the load and dis- 
tributing it to the floor beams, which in turn transmit it to the columns 
and thence to the foundations. 

One of the earlier forms of floors consists of brick arches built 
between and supported by the bottom flanges and lower portions of 
the web of iron or steel I-Beams, but this style has considerable dead 
weight and as ordinarily constructed does not provide fireproof pro- 
tection for the bottom flanges of the beams. Another of the earlier 
forms of floor is composed of sheets of corrugated iron arched between 
the beams, on which a concrete filling is placed, and this also, as or- 
dinarily constructed,, does not provide protection for the bottom 
flanges of the beams, besides which, it is quite heavy. 

A later style of floor is the hollow tile system, which is composed 
of flat or segmental arches constructed of moulded blocks of hard 
burned clay, specially shaped, and of various depths to suit different 
loads and the sizes of the I-beams supporting them. In the hollow 
tile system, the blocks may also be of porous terra-cotta which is 
lighter than hard clay. 

Various other systems of fireproofing are now in use, the most usual 
forms of which consist of cement, concrete or other material used 
alone or deposited or arranged about a strengthening or supporting 
framework of steel shapes, bars, rods, wire, wire-cloth, etc. 

Column or girder fireproofing may be accomplished by the use of 
hard clay or porous terra-cotta blocks shaped to fit and enclose the 
steel work, or the steel may be wrapped with wire, wire-cloth, metal 
lath, etc., and a concrete or plastered coating applied to it. 

Fireproof partitions may be constructed of hollow tiles composed 
of hard clay or porous terra-cotta to which the plaster finish may be 
directly applied, or they may be composed of suitable metal studding 
on which is secured the wire-cloth or metal lath that serves to support 
the concrete or other fireproofing, the surface then being plastered in 
the usual m.anner. 

The dead weights of fireproof floors vary between wide limits de- 
pendent upon the system employed, the load to be carried and the 
distance between the supporting beams. 



52 



CAMBRIA STEEL. 



TESTS OF FLOOR ARCHES. 

Reports of tests of various forms of floor arches may be found in 
the American Architect^ March, 1891, and in the Enghzeering Record 
for September and October, 1897. 

A paper on this subject, entitled ''Tests of Fire-proof Flooring 
Material," was published in the Transactions of the American Society 
of Civil Engineers^ with discussions, in Vols, xxxiv and xxxv, dated 
1895 and 1896. 

A summary of the principal data and results of the tests which were 
the subject of the latter paper is given in the following table ; 

BREAKING LOAD OP HOLLOW^ TILE ARCHES. 



Depth 

of 
Arch. 


Rise. 


Span. 
Ins. 

60 


Length. 


Total 
Load. 


Load 
Sq.Foot. 


Total 
Hori- 
zontal 
Thrust. 


Hori- 
zontal 
Thrust 
per Ft. 

of 
Arch. 

7369 


BLOCKS. 


Character 

of 

Load. 




CO 

E 


•1 


Manner 

of 
Laying 
Joints. 


Ins. 


Ins. 

3.5 


Ins. 
48. 


Lbs. 

13750 


Lbs. 
688 


Lbs. 

29474 




6. 


Hard 


Dis. 


Port. 


7.5 


5. 


48 


11.5 


9000 


2452 


10367 


10818 


<( 


ii 


u 


N. M. 


7.5 


5. 


60 


35.2 


11250 




33750 


11505 


« 


(( 


Cen. 


Port. 


7.5 


5. 


60 


36.5 


13000 




39000 


12822 


« 


Porous 


(( 


(( 


8. 


7. 


60 


38.25 


14500 




31071 


9747 


(( 


<i 


(i 


(( 


8. 


7. 


60 


38.25 


15750 




33750 


10588 


(( 


Hard 


u 


(i 


12. 


10. 


60 


41. 


16400 




24600 


7200 


(( 


i( 


u 


(( 


12. 


8.75 


60 


10. 


3100 




5314 


6377 


t( 


(( 


(( 


N. M. 


12. 


9. 


60 


10. 


5000 




8333 


10000 


(( 


i( 


(( 


u 


12. 


9. 


60 


10. 


15100 


3630 


12583 


15100 


(( 


a 


Dis. 


(( 


12. 


9.5 


60 


10. 


2500 




3947 


4736 


(( 


(( 


Cen. 




8. 


5.5 


46 


11.5 


2500 


681 


2614 


2727 


S 


(( 


Dis. 


N. M. 


8. 


5. 


45 


11.5 


1300 


362 


1463 


1526 


(( 


(( 


" 


(( 


8. 


6. 


60 


36. 


10000 




25000 


8333 


i( 


(( 


Cen. 


Port. 


8. 


5. 


60 


36. 


5700 


380 


8550 


2850 


" 


'' 


Dis. 


(( 


8. 


5. 


60 


12. 


3500 


700 


5250 


5250 


(( 


« 


« 


N.M. 


8. 


5.5 


60 


12. 


10000 


2000 


13636 


13636 


« 


« 


u 


(( 


8. 


5.5 


60 


12. 


2500 




6818 


6818 


U 


(( 


Cen. 


u 


8. 


5.5 


60 


24. 


9950 


995 


13568 


6784 


(( 


a \ 


Dis. 


" 


8. 


5.5 


60 


24. 


2500 




6818 


3209 


it 


u 


Cen. 


« 


10. 


7.5 


60 


36. 


13500 


900 


13500 


4500 


(( 


u 


Dis. 


Port. 


10. 


8. 


60 


37. 


14500 


94013594 


4408 


(( 


" 


u 





Note. — In the above table the following abbreviations are used : 
"E," End Construction; " S," Side Construction; "Hard," Hard 
Clay; "Porous," Porous Terra-Cotta; "Dis.," Distributed Load; 
"Cen.," Concentrated Load at Centre; "Port," Portland Cement, 
and "N. M.," No Mortar. 

The Loads per Sq. Foot in the above table were obtained in all cases 
by dividing the Total Load by the superficial area of the arch in square 
feet. The Horizontal Thrust for distributed and Central Loads was 
obtained by formulae similar to those given therefor on one of the pre- 
ceding pages, and for Central Loads this is double that for a distributed 
load of the same weight. 



CAMBRIA STEEL. 53 



THRUST OF ARCHES. 

The horizontal thrust of segmental floor arches, on the assump- 
tion of uniform loading, may be found by the following formula : 

3WL' 

in which 

T = pressure or thrust in pounds per lineal foot of arch. 

W= load on arch in pounds per square foot, uniformly distributed. 

L = span of arch in feet. 

R = rise of segmental arch in inches. 

For a concentrated load at the centre, of weight P, the thrust 

3PL 



T = 



R 



For arches with flat tops and bottoms, such as are used in floors, 
the voussoir joints on each side of the central key are usually laid out 
on parallel lines, and in these cases the thrust may be determined ap- 
proximately by using for R, in the above formula, the eff"ective depth 
of the arch. 

For segmental arches the rise R is the vertical distance from the 
highest part of the intrados to the plane of the springing line. If the 
radius of the intrados for segmental arches is r, the rise may be ob- 
tained from the following formula : 

R = r- 
conversely, r = ^ + — 

TIB RODS. 

Although in the completed structure the horizontal thrusts of adjoin- 
ing arches may counterbalance each other, the tie rods should be so 
proportioned and spaced as to withstand the entire thrust of the arches, 
thus tying the structure together and facilitating the construction. 



54 CAMBBIA STEEL. 



SPACING- OF TIB RODS FOR TILE ARCHES. 

The table on the next page was computed from the following for- 
mula, which was obtained from that giving the thrust of arches on 
page 53. 

Ax RX 10000 
"" WL2 

in which 

B =r: spacing of tie rods in feet. 

A =net area of rod in square inches. 

R = rise of arch in inches. 

W =:r load in pounds per square foot of the arch. 

L r:^ span of arch in feet. 

The above formula gives the spacing of tie rods corresponding to a 
tensile stress in the rods of 15 000 pounds per square inch, without con- 
sidering the flexure of the beams. 

In spacing tie rods, the lateral strength of beams, for flexure due to 
the thrust of the arches should be taken into consideration, explana- 
tions for which are given on pages 58 to 61 herein. 

Spacings for other loads than that of the table may be found by pro- 
portion, thus ; 

Required spacing = 

loo -f weight of arch in pounds per square foot , , , ^ , , 

XT \ — T-- — TTT- ? — ] — ^--r — / — r^. — TT r- X spacing from table. 

New load in lbs. per sq. ft. -f weight of arch m lbs. per sq. ft. 

Weights of tile arches per square foot are given on page 57. 

As noted under the heading *' Lateral Strength of Beams," on pages 
62 and 63, care should be taken that the spacing of tie rods is not 
greater than twenty times the least flange width, otherwise the safe 
loads should be reduced to compensate for the strains produced by 
flexure of the upper flange considered as a column in compression. 



CAMBRIA STEEL. 



65 



SPACING- OP TIE BODS FOR TILE ARCHES. 



For a uniform load of 100 lbs. per square foot 


in addition to the 


weight of the arch. 












Nominal Depth of Arch. 




Diameter of 




Inches. 


6 


7 


8 


9 


10 


12 


Span of Arch. 


Tie Rods. 
Inches. 














Feet, 


Effective Depth or Rise of Arch, 


3 






Inches. 


3.6 


4,6 


5.6 


6,6 


7.6 


9.6 


J 


6.4 


8.0 


9.5 


10.9 


12.3 


15.0 


(( 




9.5 


12.0 


14.2 


16.3 


18.3 


22.4 


u 


i 


13.2 


16.6 


19.8 


22.6 


25.5 


31.1 


4 


1 


3.6 


4.5 


bA 


6.1 


6.9 


8.4 


u 




5.4 


6.7 


8.0 


9.2 


10.3 


12.6 


5 


: 


7.4 


9.4 
2.9 


11.1 
3.4 


12.7 
3.9 


14.3 
4.4 


17.5 


2.3 


5.4 


it 


3 


3.4 


4.3 


5.1 


5.9 


6.6 


8.0 


6 


7 
8 


4.8 


6.0 


7.1 


8.1 
2.7 


9.2 
3.1 


11.2 


2,0 


2.4 


3.7 


u 


3 




3.0 


3.6 


4.1 


4.6 


5.6 


7 


i 




4,2 


4.9 


5.7 


6.4 
2.3 


7.8 


2.0 


2,8 


ii 


3 








3.0 


3.4 


4.1 


a 


i 


' 






4.2 


4.7 


5.7 


8 


f 










1.7 
2.6 


2.1 
3,1 


(( 












3.6 


4.4 



56 CAMBRIA STEEL. 



BEAM TABLES. 

Tables of safe loads for beams and channels and spacings of I- 
B earns for floors are given with explanatory notes on pages 70 to 103 
inclusive. 

BEAMS AS G-IRDERS. 

In some cases two or more beams may be bolted together side by 
side to form a girder, in which case cast iron separators with bolts 
should be used to hold the various members together. Separators 
should be placed at each end of the girder, at points of concentrated 
loading, and for uniform loading should be located at distances apart 
not greater than twenty times the width of the smallest beam flange, 
in order to laterally support the upper flanges which are in compres- 
sion and prevent their failure by buckling. The separators should fit 
closely between the beam flanges so as to unite the beams forming the 
girder and thereby cause them to act together in resisting the load. 
A table of separators is given on page 42. 

CONNECTION ANGLES. 

When beams are coped or fitted together at right angles, connection 
angles are generally used, standards for which, covering usual cases, 
are shown on pages 43, 44 and 45. Explanations and tables of limiting 
spans for which these standards may be used are given on pages 40 and 
41. Beams may be fitted together thus with flush tops or bottoms or 
in intermediate positions, as required in cases where the girder or 
trimmer beam is the larger. In cases w^here the girder or trimmer 
beam is the smaller, special stirrups or other connections are required. 

LIVE LOADS FOR FLOORS. 

The following loads per square foot, exclusive of weight of floor 
materials, show the range assumed in usual practice : 

Dwellings 70 lbs. per sq. ft. 

Offices 70 to 100 lbs. per sq. ft. 

Buildings for public assembly. .120 to 150 lbs. per sq. ft. 

Stores, warehouses, etc 150 to 250 lbs. and upwards per sq. ft. 

On page 301 are given in detail the safe loads for which floors 
should be designed in accordance with the building laws of various 
cities. 



CAMBRIA STEEL. 



57 



■WEIGHTS OF HOLLOW TILE FLOOR AROHBS 
AND FIREPROOF MATERIALS. 



END CONSTRUCTJON, FLAT ARCH. 



"Width of Span Between Beams. 



5 feet to 6 feet. 

6 " 7 " 

7 " 8 " 

8 " 9 " 



Depth of Arch. 



8 inches. 

9 *' 
10 " 
12 " 



Weight per Square Foot. 



27 pounds. 
29 '' 
33 " 
38 " 



HOLLOW BRICK FOR FLAT ARCHES 

(Side Construction). 



Width of Span 


Between Beams. 




Depth of Arch. 


Weight per 


Square Foot. 


3 feet 6 inches to 4 feet inches. 


6 inches. 


27 pounds. 


4 " " 


4 <' 6 




7 " 


29 


a 


4 " 6 '' 


5 " 




8 " 


32 


ii 


5 " 6 " 


8 " 




9 " 


36 


a 


6 " 


6 " 6 




10 " 


39 


u 


6 " 6 


7 " 




12 " 


44 


^^ 



PARTITIONS. 






Thickness. 


Weight per 


Square Foot. 


Porous Terra-Cotta Furring 


2 inches. 


8 pounds. 




' " Roofing 


2 " 


12 






{ (( (( 


3 " 


15 






( U (( 


4 " 


19 






' " Ceiling 


2 ^' 


11 






( U il 


3 " 


15 






I il u 


4 " 


19 





6 inch Segmental Arches, 27 pounds per square foot, 
g. (( (( a gg u (( u a 

2-inch Porous Terra-Cotta Partition, 8 pounds per square foot. 



58 CAMBEIA STEEL. 



LATERAL STRENGTH OF BEAMS TO RESIST 

FLEXURE DUE TO THRUST OF 

ARCHES, ETC. 

In special cases where the thrust of a floor arch is exerted against a 
beam, channel, angle or other shape without other lateral support than 
the tie rods, or braces, this will produce lateral flexure and stresses in 
addition to those caused by the vertical loading. Throughout the body 
of the floor the thrusts of the adjoining arches when completed will 
usually counterbalance each other, but in the outer beams around 
shafts or elsewhere if unsupported sideways the stresses due to the 
lateral forces should be considered. 

The total allowable stress per square inch for the extreme fibres of 
beams has been placed at 16 000 pounds per square inch, and in order 
that this may not be exceeded owing to lateral stresses, the stress due 
to vertical loading should be correspondingly reduced so that the 
resultant intensity shall not exceed the allowable limit. This may be 
calculated by considering the beam as continuous and laterally sup- 
ported at intervals by the tie rods, the spans being equal to the spacing 
of the rods. 

In this case the fibre stress due to the lateral forces is : 

(1) 

in which 

p' := fibre stress in pounds per square inch due to lateral forces. 

w = lateral load or thrust in pounds per lineal foot of section used as 

a beam, 
x^ — distance of the extreme fibre from the neutral axis in inches. 
B = distance between tie rods or lateral supports in feet. 
I' = moment of inertia about the vertical axis of the section or that 

one at right angles to the line of application of the lateral 

forces. 

For I-Beams with the web placed vertically as usual Xj becomes 
equal to , where b is the width of the flange in inches. In this case 

the above formula for intensity of unit stress due to lateral load 
becomes : 

pr_^^ (2) 

f 21' ^ ' 



CAMBRIA STEEL. 69 



The resultant fibre stress from the horizontal or lateral and the ver- 
tical loads may be represented by the hypothenuse of a 
right angle triangle, the two sides of which represent 
the intensities of the horizontal and vertical stresses, 
thus : ^>. 

In order that the total resultant stress shall not „5^ 
exceed the allowable limit of 16 000 pounds per 
square inch, the stress due to vertical loading 
should therefore be reduced to equal the fol- 
lowing : 



>^ 




P=- a/ 16 0002 — p'2 

Having thus obtained the reduced vertical stress p, the safe vertical 

load of the tables corresponding to this stress should accordingly be 

p 
reduced by multiplying it by the ratio .n />aa and similarly for other 

stresses and corresponding loads, thus making proper allowance for 
the additional stresses produced by the lateral forces. 

If the reduction of the safe loads on this account is a considerable 
proportion of the original amount due to vertical loading only, it 
would be more economical to provide lateral braces or tie rods at 
shorter intervals, thus avoiding the use of an excessive amount of mate- 
rial in the beam. 

As the stresses due to vertical forces for usual cases of loading are 
a maximum at the centre of the span it will ordinarily be sufficient to 
space the tie rods or braces at shorter intervals near the centre in order 
to allow for the combined stresses due to vertical loading and hori- 
zontal thrusts. 

The above method of calculation is not exact when considering the 
lateral thrust of arches, or loads from similar materials which do not 
exert a uniform pressure throughout their surfaces of contact with the 
sustaming beam on account of the friction and bond of their compo- 
nent parts, but this analysis of the stresses may serve as a guide in 
designing. , 

The above formulae should be used in connection with the tables 
and formula given on pages 62 and 63 relating to the lateral strength 
of beams, due to compression of the upper flange figured as a column 
between points of lateral support. 



60 CAMBRIA STEEL. 



Example. 
What is the proper size of I-Beam without other lateral support than 
the usual tie rods, corresponding to a total fibre stress of 16 000 pounds 
per square inch under the following conditions? The beam is 18 feet 
between end supports and carries a tile arch on one side having a 
nominal depth of 9 inches, effective depth of 6.6 inches, a span of 5 
feet, designed to carry a superimposed load of 100 pounds per square 
foot in addition to the weight of the arch and other floor materials. 
The hollow tile arch weighs 36 pounds per square foot and the other 
materials, including plastering, weigh 14 pounds, making a total load, 

exclusive of the weight of the beam, equal to 150 pounds per square 
foot. 

For tie rods of ^y^" diameter the spacing between them would be 
5.9 feet, as shown by the table of Spacing of Tie Rods on page 55, in 
which the safe stresses in the rods only are considered. 

Substituting the proper values in the formula for lateral thrust of 
arches, given on page 53, this will be 

rj. 3 X 150 X 5^ Q.g iKc T If. 

T = — = 852 lbs. per lineal foot. 

2 X 6.6 ^ 

Substituting this value for w in formula (2) page 58, we have 
, 852x4.66x5.9- ..aoqik 

P^ 2x6.89 =iQQS9^^^'P^^^q-^"' 



Therefore p = ^ 16 000^ — 10 029^ = 12 466 lbs. per sq. in. 
Hence the safe load as determined by the consideration of vertical 

loads only, should be reduced to ~Tc~(wr» o^ approximately ^ of the 

amount given by the Tables of Safe Loads in case the spacing of the 
tie rods is not changed. 

Assume a 10'^ beam 25 lbs. per foot, the moment of inertia of which 
is 6.89, as given in the Tables of Properties of I-Beams, page 156. 

The safe vertical load for a 10'^ beam, weighing 25 lbs. per foot, 18 
feet long between supports, for fibre stress of 16 000 lbs. per square 
inch, is 14 470 lbs. uniformly distributed, including the weight of the 
beam as given in the Tables of Safe Loads, on page 79, or 14 020 ex- 
clusive of the weight of the beam, and ^^f of this is 10 515 lbs., which 
is the vertical load it can safely carry in order that the total stress due 
to it and the lateral thrust shall not exceed 16 000 lbs. per square inch. 



CAMBRIA STEEL. 61 



The actual vertical load on the beam under consideration is as 
follows : 

|x 18 X 150 -r 6 750 lbs., 

which is less than the allowable amount, 10 515 lbs., as figured above, 
so that a smaller beam may suffice. 

Therefore, assume a 9-incb beam, weighing 21 lbs. per foot, the 
moment of inertia of which about an axis coincident with centre line 
of web is found in the Table of Properties, on page 156, to be 5.16. 
In this case 

, 852 X 4.33 X 5.9^ .^,,, „ 

p' = 2^bM "^ ^^^ ^^* ^"* 

Substituting this in the formula for p we have 



p .r= ^16 000^ - 12 444^ = 10 106 lbs. per sq. in. 

1 n 1 Afi 
Therefore the safe vertical load will be -j^q^^ ^'' approximately }i of 

the tabular safe load. 

The safe vertical load for a 9'^ 21 lb. beam, 18 feet long, for a fibre 
stress of 16 000 lbs. per square inch is U 180 lbs., as given in the 
Tables of Safe Loads, on page 79, and ^ of this is 6 987 lbs., which is 
slightly greater than the actual amount, 6 750 lbs., as calculated above, 
so that the 9^^ 21 lb. beam will suffice. 

If the spacing of the tie rods at the centre be reduced from 5.9 feet 
to 4 feet it may be found in a manner similar to that used in the above 
calculations, that the safe vertical load for an 8^' I-Beam, weighing 
18.0 lbs. per foot, is reduced to J4 o^ its tabular value of 8 430 lbs., or 
7 376 lbs., and as this amount is greater than the actual load as above, 
namely 6 750 lbs., the 8'' beam would answer the purpose, under the 
changed conditions as to spacing of tie rods. As this beam might 
deflect beyond the limit for plastered ceilings, it should be examined 
in accordance with the rule or formula given for obtaining safe deflec- 
tions in the explanation of the Tables of Safe Loads, and elsewhere 
herein. 

Calculating this by the rule given on page 72, the safe load for the 
allowable limit of deflection is 

which is greater than the actual amount, 6750 lbs., so that the 8'' beam 
is sufficient and proper if the spacing of central tie rods be changed to 
4 feet, as assumed in the last case. 



62 CAMBEIA STEEL. 



LATERAL STRENGTH OF BEAMS, 
WITHOUT LATERAL SUPPORT. 

The Tables of Safe Loads for Cambria I-Beams and Channels and 
Tables of Spacing of Cambria I-Beams, on pages 76 to 103, are calcu- 
lated on the assumption that proper provision is made for preventing 
lateral deflection by means of tie rods or other braces. In order to 
prevent undue strains in the compression flange, considered as a col- 
umn, the beams should be supported laterally at distances not exceed- 
ing twenty times the flange width, this ratio being determined by the 
following formula, which gives the safe load for solid columns of soft 
steel : 



18000 

P= p 

1+ ^ 



3000b2 
in which 

pr= allowable stress in pounds per square inch. 
1 =1- length between lateral supports in inches, 
b =r width of flange in inches. 

Substituting 16 000 for p in the above formula, which is the allow- 
able unit stress of the safe load tables, it is found that the ratio 

— = 19.37, from which it may be seen that the compression flange 
b 

should be supported laterally at distances not exceeding twenty times 
the flange width as stated above. 

Beams which are not thus supported laterally should not be loaded 
to their full transverse capacity. The allowable fibre stresses and pro- 
portions of their full loads which they can safely carry when laterally 
supported at various distances is given in the following table : 



CAMBRIA STEEL. 



63 



REDUCTION IN VALUES OP ALLOWABLE FIBRE 

STRESS AND SAFE LOADS FOR SHAPES 

USED AS BEAMS DUE TO LATERAL 

FLEXURE. 



Ratio of Span 
or Distance 

between 

Lateral 

Supports to 

Flange Width. 



19.37 

20 

25 

30 

35 

40 
45 
50 
55 
60 



Allowable Unit 


Proportion of 


Ratio of Span 
or Distance 


Stress for Direct 




between 


Flexure in 


Tabular Safe 


Lateral 


Extreme Fibre. 


Load to be 
Used. 


Supports to 
Flange Width. 


p 


1 






lb 


16000 


1.0 


65 


15882 


.97 


70 


14897 


.93 


75 


13846 


.87 


80 


12781 


.80 


85 


11739 


.73 


90 


10746 


.67 


95 


9818 


.61 


100 


8963 


.56 


105 


8182 


.51 


110 



Allowable Unit 
Stress for Direct 

Flexure in 
Extreme Fibre. 



7474 
6835 
6261 
5745 
5281 

4865 
4595 
4154 
3850 
3576 



Proportion of 

Tabular Safe 

Load to be 

Used. 



.47 
.43 
.39 
.36 
.33 

.30 
.29 
.26 
.24 



The above table should be used in connection with the Tables of 
Safe Loads Uniformly Distributed for Cambria I-Beams and Channels, 
on pages 76 to 92 inclusive, and limits the values found therein under 
the conditions given above. 

Example. 

Required the safe load for a 15-inch standard I-Beam weighing 42 
pounds per foot for a span of 30 feet without lateral supports : 

From the data the ratio I = ^Ij^ =:, 65 
b 5.5 

From the above table the proportion of the safe load which the 
beam can safely support under these conditions is .47. From the 
Table of Safe Loads for I-Beams, page 81, the safe load for this beam 
when properly supported laterally is 20940 pounds, which multiplied 
by .47 gives 9 842 pounds as the safe load uniformly distributed under 
the conditions given, including the weight of the beam, or 8 582 pounds 
superimposed load. 



64 CAMBRIA STEEL. 



LIMITING SPANS AND MAXIMUM LOADS OF 
I-BEAMS AND CHANNELS DUE TO CRIP- 
PLING- OF THE -WEB. 

I-Beams and Channels when used as beams for very short spans in 
vhich the ratio of length of span to depth of beam is small, should 
be examined for safe strength of the web considered as a column, 
subjected to crippling, due to the shearing strains. 

The Tables of Safe Loads of Beams and Channels are computed 
w4th regard to the safe unit stresses due to flexure, and with one or 
two exceptions, as indicated by dotted lines and accompanying foot- 
notes, the lengths of spans tabulated are such that the limitation due 
to web crippling does not appear. The shearing stresses acting in the 
vreb of a beam may be considered to consist of two stresses of equal 
intensity acting at right angles to each other, and at angles of 45 de- 
grees vv'ith the neutral axis. The intensity of each of these stresses 
is equal to the intensity of the vertical shear, which is a maximum at 
the points of support for uniform loading, and uniform throughout 
from the point of loading to the supports for a superimposed concen- 
trated load at the centre. 

The vertical shears for different systems of loading may be obtained 
by the use of moments in the usual way, and these are given for vari- 
ous cases on pages 136 to 139 inclusive. 

The shearing stresses which act at angles of 45 degrees with the 
neutral axis are equivalent to compressive and tensile forces, and 
the former will tend to buckle the web, which should therefore be fig- 
ured as composed of a series of columns of a length equal to its diag- 
onal depth. 



CAMBRIA STEEL. 65 



If c is the vertical depth of the web in the clear between the fillets 
which connect it with the flanges, the square of the length of the col- 
umn to be considered will be ^c^. 

Substituting this value for P in the formula for long columns 

12000 

P = 12- 

IH — 

^ 3000t2 

we have 

12000 



P = 



1 + 



150012 

in which 

p =z intensity of vertical shear, in pounds per square inch =- 
Total shear in pounds 
dt 
c = depth of web in clear between fillets, in inches, 
t = thickness of web, in inches. 
d = depth of beam, in inches. 

This formula is also applicable for computing the safe shearing 
stress in the webs of plate girders, in which case the length 1 is the 
vertical distance between centres of upper and lower rows of rivet 
holes connecting the webs and flanges. 

The webs of plate girders should be reinforced by stiffening angles 
at points of support and concentrated loading, and in cases where the 
intensity of shear exceeds that given by the above formula the web 
should be provided with stiffeners. 

The following tables have been prepared based upon the above for- 
mula for safe unit shearing stress in the webs of beams and channels. 



66 



CAMBKIA STEEL, 



MAXIMUM SAFE LOADS FOR I-BEAMS OP ANY 

LENGTH AND CORRESPONDING- MINIMUM 

SAFE SPANS BASED UPON CRIPPLING- 

OF THE V7BB, 



For loads 


in pounds uniformly distributed including ^ 


^veight of beam. 




Depth 


Weight 


Maximum 


Mini- 




Depth 


Weight 


Maximum 


Mini- 


Section 


of 


per 


Safe 


mum 


Section 


of 


per 


Safe 


mum 




Beam. 


Foot. 


Load. 


Span. 




Beam. 


Foot. 


Load. 


Span. 


Number 


Inches. 






Feet. 


Number 












Pounds. 


Pounds. 


Inches. 


Pounds. 


Pounds. 


Feet. 


B 5 


3 


5.5 


10644 


1.7 


B105 


12 


50 


168991 


3.2 






6.5 


16983 


1.1 






55 


203806 


2.8 






7.5 


23884 


.9 


B 53 


15 


42 


85591 


7.3 


B 9 


4 


7.5 


15045 


2.1 






45 


104200 


6.2 






8.5 


21809 


1.6 






50 


142044 


4.8 






9.5 


29349 


1.2 






55 


179929 


4.0 






10.5 


35847 


1.1 






60 


213732 


3.6 


B 13 


5 


9.75 


19773 


2.6 


B109 


15 


60 


157484 


5.5 






12.25 


37984 


1.5 






65 


195147 


4.6 






14.75 


54380 


1.2 






70 


228658 


4.1 


B 17 


6 


12.25 
14.75 


24826 
42634 


3.1 
2.0 






75 

80 


265452 
301820 


3.7 
3.4 






17.25 


59857 


1.6 


B113 


15 


80 


240024 


4.6 


B 21 


7 


15 
17.5 


30192 
47720 


3.7 
2.5 






85 
90 
95 


275411 
308939 
344691 


4.2 
3.9 
3.6 






20 


66478 


1.9 






100 


380169 


3.4 


B 25 


8 


18. 
20.25 

22.75 
25.25 


35925 
52072 
69914 
87403 


4.2 
3.1 
2.4 
2.1 


B 65 


18 


55 
60 
65 
70 


107758 
152031 
188299 
224737 


8.8 
6.6 
5.5 
4.9 


B 29 


9 


21 
25 
30 
35 


41992 

69224 

104631 

139074 


4.8 
3.1 
2.3 
1.9 


B 73 


20 


65 
70 

75 


127592 
178434 
201484 


9.6 
7.3 
6.7 


B 33 


10 


25 
30 
35 
40 


48406 

83739 

120792 

156930 


5.4 
3.4 
2.6 

2.2 


B121 


20 


80 
85 
90 
95 
100 


179940 
210096 
250558 
285966 
321253 


8.7 
7.7 
6.6 
6.0 
5.5 


B 41 


12 


31.5 

35 

40 


62193 

89412 
125695 


6.2 
4.5 
3.5 


B 89 


24 


80 
85 
90 


126012 
163791 
197821 


14.7 
11.8 
10.1 


B105 


12 


40 


97469 


4.9 






95 


232873 


8.8 






45 


133560 


3.8 






100 


268696 


7.9 



CAMBRIA STEEL. 



67 



MAXIMUM SAFE LOAD FOR STANDARD CHAN- 
NELS OF ANY LENQTH AND CORRESPOND- 
ING MINIMUM SAFE SPANS BASED 
UPON CRIPPLINQ OF THE WBB. 

For loads in pounds uniformly distributed including weight of 
Channel. 



Section 


Depth 
of 


Weight 
per 
Foot. 


Maximum 


Mini- 
mum 


Section 


Depth 
of 


Weight 
Fw)t. 


Maximum 


Mini- 
mum 




Channel 


Load. 


Span. 




Channel 


Load. 


Span. 


Number 








Feet. 
1.1 


Number 


Inches. 










Inches. 


Pounds. 


Pounds. 


Pounds. 


Pounds. 


Feet. 


05 


3 


4 


10692 


025 


8 


18.75 


79348 


1.5 






5 


17016 


0.8 






21.25 


96698 


1.3 






6 


23909 


.6 






















029 


9 


13.25 


28044 


4.0 


09 


4 


5.25 


14032 


1.4 






15 


41483 


2.9 






6.25 


20868 


1.1 






20 


77711 


1.8 






7.25 


28424 


.9 






25 


115740 


1.4 


013 


5 


6.5 


19231 


1.6 


033 


10 


15 


30461 


4.7 






9 


34382 


1.1 






20 


65360 


2.6 






11.5 


52036 


.9 






25 
30 


102947 
139563 


1.9 
1.6 


017 


6 


8 
10.5 


20024 
38027 


2.3 

1.4 






35 


173036 


1.4 






13 


55414 


1.1 


041 


12 


20.5 


41173 


5.5 






15.5 


72401 


1.0 






25 

30 


73588 
109976 


3.5 
2.6 


021 


7 


9.75 


22865 


2.8 






35 


148961 


2.1 






12.25 


42273 


1.7 






40 


184279 


1.9 






14.75 


59506 


1.4 
















17.25 


78006 


1.2 


053 


15 


33 


82528 


5.4 






19.75 


94532 


1.1 






35 
40 


93615 
114450 


4.9 
4.3 


025 


8 


11.25 


25494 


3.4 






45 


165466 


3.2 






13.75 


43638 


2.2 






50 


203148 


2.8 






16.25 


61676 


1.7 






55 


245311 


2.5 



68 



CAMBRIA STEEL. 



COEFFICIENTS FOR DEFLECTION IN INCHES FOR 
CAMBRIA SHAPES, USED AS BEAMS SUB- 
JECTED TO SAFE LOADS UNIFORMLY 
DISTRIBUTED. 



Distance 


Coefficient for 


Coefficient for 


Distance 


Coefficient for 


! Coefficient for 


between 


Fibre Stress of 


Fibre Stress of 


between 


Fibre Stress of 


Fibre Stress of 


Supports 


18 000 lbs. per 


12 500 lbs. per 


Supports 


16 000 lbs. per 
Square Inch. 


! 12 500 lbs. per 


in feet. 


Siinare Incli. 


Square Inch. 


in Feet. 


Square Inch. 


L. 


H 


H' 


lu 


H 


H' 


4 


.265 


.207 


23 


8.756 


6.841 


5 


.414 


.323 


24 


9.534 


7.448 


6 


.596 


.466 


25 


10.345 


8.082 


7 


.811 


.634 


26 


11.189 


8.741 


8 


1.059 


.828 


27 


12.066 


9.427 


9 


1.341 


1.047 


28 


12.977 


10.138 


10 


1.655 


1.293 


29 


13.920 


10.875 


11 


2.003 


1.565 


30 


14.897 


11.638 


12 


2.383 


1.862 


31 


15.906 


12.427 


13 


2.797 


2.185 


32 


16.949 


13.241 


14 


3.244 


2.534 


33 


18.025 


14.082 


15 


3.724 


2.909 


34 


19.134 


14.948 


16 


4.237 


3.310 


35 


20.276 


15.841 


17 


4.783 


3.737 


36 


21.451 


16.759 


18 


5.363 


4.190 


37 


22.659 


17.703 


19 


5.975 


4.668 


38 


23.901 


18.672 


20 


6.621 


5.172 


39 


25.175 


19.668 


21 


7.299 


5.703 


40 


26.483 


20.690 


22 


8.011 


6.259 









The above coefficients are for use in obtaining the deflection of steel 
shapes subjected to transverse strain, under their uniformly distributed 
safe loads for extreme fibre stresses of 16 000 pounds and 12 500 pounds 
per square inch ; the modulus of elasticity being 29 000 000. 

To find the deflection of any shape that is symmetrical about its 
neutral axis under the above conditions of loading when used as a 
beam, such as 1-Beams, Channels, etc., divide the coefficient in the 
table corresponding to the given span and fibre stress, by the depth of 
the beam in inches. The result will be the deflection in inches. 

To find the deflection of any shape that is unsymmetrical about its 
neutral axis v/hen used as a beam, under the above conditions of load- 
ing such as T-Bars, Angles, etc., divide the coefficient in the table cor- 
responding to the given span and fibre stress by twice the distance of 
the most remote fibre from the neutral axis, expressed in inches. 

If in construction, the beam is placed in position in the usual manner 
upon its end supports without special scaffolding or falsework between 
them, it will deflect somewhat by reason of iis own weight, and upon 
the addition of external loading a further deflection will occur. 

The deflections obtained as above described are the total deflections 
due to the weight of the beam itself and the superimposed safe load 
uniformly distributed. 



CAMBKIA STEEL. 69 



Thus to find from the preceding table the deflection in inches for 
Cambria shapes used as beams under their safe loads uniformly distrib- 
uted including the weight of the beam : 
Let D =:= deflection in inches. 

L =: length between supports in feet. 

H = coefficient for deflection from table for fibre stress of 16 000 

pounds per square inch. 
H' = coefficient for deflection from table for fibre stress of 12 500 

pounds per square inch, 
d = depth of beam in inches for symmetrical sections. 
Xj = distances in inches from neutral axis to most remote fibre 
for unsymmetrical sections. 

For Symmetrical Sections. 

TT 

For fibre stress of 16 000 pounds per square inch D = — 



For fibre stress of 12 500 pounds per square inch D 

For Unsymmetrical Sections. 

For fibre stress of 16 000 pounds per square inch D 



"d 
H 



W 
For fibre stress of 12 500 pounds per square inch D = - — - 

Examples. 

Case I, — To find the deflection of a 9^^ I-Beam weighing 30 pounds 
per foot, for a span of 15 feet and a maximum fibre stress of 16 000 
pounds per square inch, under its safe load uniformly distributed. 

1* rom the above table the deflection coefficient for this case is found 
to be 3.724, which divided by 9, the depth of the beam in inches, gives 
.414, which is the required cleflection in inches. 

The safe load for this beam under the conditions named is 16 100 
pounds including the weight of the beam itself as stated in the Tables 
of Safe Loads for Cambria LBeams on page 79. 

Case //.—To find the deflection of a 6^^ X 4'' X J''' angle, sup- 
ported at the ends on its short leg as a horizontal base, for a span of 9 
feet and a maximum fibre stress of 16 000 pounds per square inch under 
its safe load uniformly distributed including its own weight. 

From the table of *< Properties of Angles " on page 173 the distance 
x' from the neutral axis to the back of the shorter leg is found to be 
1.99 inches, which subtracted from the length of long leg, 6 inches, 
gives 4.01 as the distance x^ from the neutral axis to the most re- 
mote fibre. From the above table the deflection coefficient for this 
case is found to be 1.341, which divided by 8.02, twice x^, gives .167, 
which is the required deflection in inches. 

Note. — For deflections of Beams, Channels and Z-Bars due to any 
central or uniform load see coefficients of deflection N and N' in the 
Tables of Properties relating to these sections and the accompanying 
explanations. 

For deflections of any symmetrical beams due to various systems of 
loading, see general formulae and diagrams on pages 134 to 139 inclusive. 



CAMBRIA STEEIi. 



TABLES OF SAFE LOADS FOR CAMBRIA SEC- 
TIONS USED AS BEAMS, AND SPACING- 
FOR CAMBRIA I-BEAMS. 

Pages 76 to 133 inclusive. 

Tables of Safe Loads and Spacings. 

The tables of safe loads for Cambria I-Beams, Channels, Angles, 
T-Bars and Z-Bars, give the safe loads in pounds uniformly distrib- 
uted for all usual spans based upon extreme fibre stresses of 16 000 
pounds per square inch. 

These loads include the weight of the steel shape itself, which 
should be deducted in order to obtain the external load that it will 
safely carry. In case the shape is used to support a floor, the weight 
of the steel together with that of the other portions of the floor con- 
struction, must be deducted in order to obtain the net live load which 
can be safely sustained. Weights of hollow tile floor arches and fire- 
proofing material are given on page 57, to which should be added the 
weight of plastering, filling on top of arches and the weight of the 
material forming the surface of the floor, in order to obtain the dead 
load of materials in figuring fireproof floors, in addition to the weight 
of the steel. 

A table of superimposed loads per square foot, exclusive of the 
weights of materials, in accordance with the usual practice for differ- 
ent classes of buildings, is given on page 56. 

The tables of safe loads for Cambria sections used as beams and 
the tables for spacing of Cambria I-Beams are calculatea on the as- 
sumption that proper provision has been made for preventing lateral 
deflection by means of tie-rods or other braces spaced at suitable dis- 
tances apart; which for beams and channels should not exceed 
twenty times the flange width. In cases where intermediate lateral 



CAMBKIA STEEL. 71 



support is not provided, the safe loads shown in the tables must be 
reduced, and for beams and channels the amount of this reduction 
can be determined by reference to the explanations and tables there- 
for on pages 62 and 63. 

The thrust of floor arches, which is considerable, particularly in the 
case of long spans or distances between tie-rods, should be taken into 
account where it tends to produce lateral flexure of the floor beams. 

Explanations of this and a formula for reducing the unit stresses 
from vertical loading, on account of the additional stresses caused by 
horizontal forces, are given on pages 58 to 61 inclusive. 

In some instances the allowable deflection will govern the design 
rather than the transverse strength, as in the case of beams carrying 
plastered ceilings, in which the deflection should be limited to J^ inch 
per foot of span, or 3 J^ of the distance between supports in order 
to avoid cracking the plaster. 

This limit of deflection is indicated in the tables by full horizontal 
lines, the figures below which correspond to loads or spacings for the 
given spans that will produce greater deflections than the allowable 
limit for plastered ceilings. 

The deflection limits of the Tables of Safe Loads have been calcu- 
lated for the total loads, including the weight of the section used as a 
beam. The superimposed live load will not produce all of this deflec- 
tion, and therefore the deflection limit of the tables includes an ele- 
ment of safety for the reason that the beams will be deflected, after 
being put in place, by their own weight and that of the floor materials 
before the plastering is applied. 

In cases where the deflection limits the use of the beam for the safe 
loads corresponding to the fibre stresses of the tables, the beam may be 
used with a less load such as to produce only the allowable deflection. 
The lesser load corresponding to the limit of deflection may be ob- 
tained for any span from the Table of Safe Loads as follows : 






72 CAMBRIA STEEL. 



in which 

W = safe load in pounds for the limit of deflection for plastered ceil- 
ii^gs =z 3 1^ of the span. 

Wg ^=: safe load of tables next above the line giving the limit of deflec- 
tion. 

L 1= length of span in feet corresponding to W^ from the table. 

Lj^ =1 length of span for the case under consideration. 
This may also be expressed by the following : 

Rule. 

Multiply the safe load next above the heavy line of the tables by 
the square of the corresponding span in feet and divide the product 
by the square of the required span, 7he result will be the required 
load corresponding to the limit of allowable deflection for plastered 
ceilings. 

A Table of Deflections for Cambria shapes used as beams, subjected 
to their safe loads uniformly distributed, and accompanying explana- 
tions with examples, is given on pages 68 and 69. 

Tables of Safe Loads for I-Beams and Channels. 

Tables of Safe Loads for all sizes and weights of Cambria I-Beams 
and channels for the usual spans, expressed in feet, are given on pages 
76 to 92 inclusive. 

Tables for Spacing of Cambria I-Beams. 

Tables for spacing of Cambria I-Beams for a total load of 100 
pounds per square foot including the weight of the beam, correspond- 
ing to spans from 4 to 36 feet, are given on pages 93 to 103 inclusive. 

For any given size of beam the spacing or distances from centers to 
centers for different intensities of loading varies inversely as the load, 
so that the spacing for any intensity of loading may be found from 
the tabular spacing by proportion as stated in the notes at the foot of 
the tables. 



CAMBBIA STEEL. 73 



TABLES OP SAFE LOADS FOR ANGLES, 
T-BARS AND Z-BARS. 

Tables of uniformly distributed safe loads for the usual sizes of 
angles, all sections of T-Bars and all sections of standard Z-Bars are 
given on pages 106 to 133. In these tables the safe loads for equal 
leg angles are given on the assumption that one of the legs of the 
angle is horizontal and the other leg vertical. In the case of angles 
with unequal legs the safe loads are given for both positions, that is : 
with the long leg vertical and with the short leg vertical. 

The safe loads for T-Bars are given on the assumption that the 
flange is horizontal and the stem vertical, and for Z-Bars with the web 
vertical. 



EXAMPLES OF APPLICATION OF TABLES OF 
SAFE LOADS AND TABLES OF SPACING-. 

Example I. 

What is the proper size of beam with a clear span of 24 feet to carry 
a superimposed load of 30 000 pounds uniformly distributed, the de- 
flection to be such as not to crack a plastered ceiling ? 

From the Tables of Safe Loads for Cambria I-Beams, page 81, it is 
found that a 15-inch standard beam of this length, weighing 60 pounds 
per foot, will carry a gross load of 31 910 pounds, and the weight of the 
beam itself is 60 X 24 = 1440 pounds. Thus the net load may be 
30 470 pounds, so that this is the proper size for the conditions named, 
as its deflection is within the allowable limit, which is shown to be at 
a span of 30 feet as indicated by the horizontal line on the table. 

Similarly it may be found from page 82, that a 15-inch special beam, 
of 60 pounds per foot, will more than suffice, but as this section is not 
regularly kept in stock the standard 15-inch 60-pound beam should be 
ordered if prompt delivery is wanted. 

It may also be found from page 84, that an 18-inch 55-pound beam 
will amply suffice, and as this is both stiffer and lighter than the 15- 
inch 60-pound beams, it could be used with economy if otherwise 
suitable for the location. 

Example II. 
What is the safe load for an 8-inch standard I-Beam weighing 18.0 



74 CAMBRIA STEEL. 



pounds per foot for a span of 20 feet, the deflection to be such as not 
to crack a plastered ceiling ? 

From the Tables of Safe Loads, page 78, it is found that the safe 
load for the beam in question is 7 580 pounds, but this value is below 
the line which indicates the span corresponding to the allowable limit 
of deflection. 

Substituting the proper values in the formula for obtaining the 
reduced load corresponding to the allowable deflection, as given on 
page 72 we have 



W = 



Ws X L^ 9 480 X162 ...^ , 

- L2 = 2Q2 ■ = 6 067 pounds, 



which is the safe load required. 

Example III. 

Required the best arrangement of beams for the floor system of a 
building 40 feet wide x 88 feet deep to safely support a live load of 
100 pounds per square foot, using 10-inch tile arches resting on 12-inch 
I-Beams. 

The weight of the floor materials will be about 50 pounds per square 
foot, allowing 39 pounds for the arch and 11 pounds for the other 
materials, or a total load of 150 pounds per square foot to be carried 
by the beams. 

From the Table of Spacing for I-Beams for a uniform load of 100 
pounds per square foot, page 97, it is seen that 12'^ standard I-Beams 
weighing 31 J pounds per foot and spaced 9.6 feet apart from center to 
center can be used with a span of 20 feet, and for a load of 150 pounds 
per square foot the spacing will be 



9l2<A00_64feet 
150 ~" 



This will require one row of interior columns lengthwise of 
building. 

To support the beams at the center of the building will require a 
line of girder beams resting on the columns. Assume the columns 22 
feet apart, thus dividing the building into 8 bays, four on each side 
of the center. 



CAMBRIA STEEL. 75 



The load on each girder will be 
40 



X 22 X 150 = 66000 pounds. 



From the Table of Safe Loads, page 81, it is found that this will 
require two 15-inch standard I-Beams, each weighing 60 pounds per 
foot. 

On account of the advisability of spacing the floor beams equally, 
the arrangement outlined above would reduce their distances to be 

22 

— z= 5.5 feet center to center, so that 10-inch I-Beams, weighing 35 
4 

pounds per foot, might be used for the body of the floor, as may be 
determined by referring to the Table of Spacings of Cambria I-Beams, 
page 96, and calculating as before, with the result that the allowable 
spacing for these conditions is found to be 5.2 feet. The 10-inch 35- 
pound beams under these conditions, will, however, deflect to the 
allowable limit for plastered ceilings, besides which they are heavier 
than the 12-inch 31.5-pound beams first considered, so that the latter 
will be the stiffer and more economical. 

Although the load on the girder is not uniformly distributed, but 
concentrated at three points between the supports, the bending 
moment in this case will be the same as if the load were figured to be 
distributed uniformly, and for similar cases with different spacings 
the moments would be very nearly identical. 



TABLES OP MAXIMUM BENDING- MOMENTS. 

The tables of maximum bending moments for beams and channels 
given on pages 104 and 105 are useful in determining the proper sec- 
tion required to support one or more irregularly located concentrated 
loads or various arrangements of loads to which the tables of safe 
loads uniformly distributed will not apply. 

The method used consists in computing the maximum bending 
moment in foot pounds resulting from the specified loading, the 
proper section corresponding to a fibre stress of 16000 or 12500 lbs. 
per square inch, being taken directly from the tables without further 
computation. 



76 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of beam. 







STANDARD 


TSEATiLS. 




Distance 
between 


3 Inch No. B 5. 


4 Inch No. B 9. 


supports 
in feet. 


5.5 
lbs. 


6.5 
lbs. 


7.5 

lbs. 

1 


7.5 

lbs. 


8.5 
lbs. 


9.5 
lbs. 


10.5 
lbs. 


4 
5 


4410 
3530 


4780 
3830 


5180 
4140 


7950 
6360 


8470 
6780 


9000 
7200 


9520 
7610 


6 


2940 


3190 

2730 
2390 

2130 
1910 


3450 


5300 

4540 
3980 


5650 

4840 
4240 


6000 

5140 
4500 


6350 


7 
8 


2520 
2210 

1960 
1770 


2960 
2590 
2300 
2070 


5440 
4760 


9 
10 


3530 
3180 


3770 
3390 


4000 
3600 


4230 
3810 


11 
12 
13 
14 
15 


1600 
1470 
1360 
1260 
1180 


1740 
1590 
1470 
1370 
1280 


1880 
1730 
1590 
1480 
1380 


2890 
2650 
2450 
2270 
2120 


3080 
2820 
2610 
2420 
2260 


3270 
3000 
2770 
2570 
2400 


3460 
3170 
2930 
2720 
2540 


16 
17 
18 
19 
20 


1100 

1040 

980 

930 

880 


1200 
1130 
1060 
1010 
960 


1290 
1220 
1150 
1090 
1040 


1990 

1870 
1770 
1670 
1590 


2120 
1990 
1880 
1780 
1690 


2250 
2120 
2000 
1890 
1800 


2380 
2240 
2120 
2000 
1900 


21 


840 i 


910 


990 


1510 


1610 


1710 


1810 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable Jimit for plastered ceilings = j^-^ span. 



CAMBBIA STEEL. 



77 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTBD FOR CAMBRIA I BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of beam. 







STAlKTCiVRD X-B£:iklM[S 


- 


Distance 










between 


5InchITo.B13. 


6 Inch No. B 17. 


supports 
















9.75 


12.25 


14.75 


12.25 


14.75 


17.25 


in feet. 
















lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 


12900 


14520 


16160 


19370 


21320 


23280 


5 


10320 


11620 


12930 


15490 


17050 


18620 


6 


8600 


9680 


10770 


12910 


14210 


15520 


7 


7370 


8300 


9230 


11070 


12180 


13300 


8 


6450 


7260 


8080 


9680 


10660 


11640 


9 


5730 


6460 


7180 


8610 


9470 


10350 


10 


5160 


5810 


6460 


7750 
7040 


8530 
7750 


9310 


11 


4690 


5280 


5880 


8460 


12 


4300 
3970 


4840 
4470 


5390 
4970 


6460 


7110 


7760 


13 


5960 


6560 


7160 


14 


3680 


4150 


4620 


5530 


6090 


6650 


15 


3440 


3870 


4310 


5160 


5680 


6210 


16 


3220 


3630 


4040 


4840 


5330 


5820 


17 


3030 


3420 


3800 


4560 


5020 


5480 


18 


2870 


3230 


3590 


4300 


4740 


5170 


19 


2720 


3060 


3400 


4080 


4490 


4900 


20 


2580 


2900 


3230 


3870 


4260 


4660 


21 


2460 


2770 


3080 


3690 


4060 


4430 


22 


2340 


2640 


2940 


3520 


3880 


4230 


23 


2240 


2530 


2810 


3370 


3710 


4050 


24 


2150 


2420 


2690 


3230 


3550 


3880 


25 


2060 


2320 


2590 


3100 


3410 


3720 


26 


1980 


2230 


2490 


2980 


3280 


3580 


27 


1910 


2150 


2390 


2870 


3160 


3450 


28 


. • • • 








2770 


3050 


3330 


29 


.... 


.... 





2670 


2940 


3210 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings =— -gi^ span. 



A 



78 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16000 pounds per 
square inch and include weight of beam. 





STANDiLRO 


I-BSAiyiS. 




Distance 














between 


7 Inch No. B 21. 




8InclilTo.B2S 


i. 


supports 
in feet 


15 


17.5 


20 


18.00 


20.25 


22.75 


25.25 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 


27600 


29850 


32140 


37920 


40130 


42740 


45360 


5 


22080 


23880 


25710 


30330 


32100 


34190 


36290 


6 
7 
8 
9 
10 


18400 
15770 
13800 
12270 
11040 


19900 
17060 
14930 
13270 
11940 


21430 
18370 
i 16070 
14280 
12860 


25280 
21670 
18960 
16850 
15170 


26750 
22930 
20060 
17830 
16050 


28500 
24420 
21370 
19000 
17100 


30240 
25920 
22680 
20160 
18140 


11 
12 
13 
14 


10040 
9200 
8490 
7890 


10860 
9950 
9190 
8530 

7960 


11690 

10710 

9890 

9180 


13790 
12640 
11670 
10830 
10110 


14590 
13380 
12350 
11470 

10700 


15540 
14250 
13150 
12210 

11400 


16490 
15120 
13960 
12960 


15 


7360 


8570 


12100 


16 


6900 

6490 
6130 
5810 
5520 


7460 
7020 
6630 
6280 
5970 


8030 

7560 
7140 
6770 
6430 


9480 


10030 


10690 


11340 


17 
18 
19 
20 


8920 
8430 
7980 
7580 


9440 
8920 
8450 
8030 


10060 
9500 
9000 
8550 


10670 

10080 

9550 

9070 


21 
22 
23 

24 
25 


5260 
5020 
4800 
4600 
4420 


5690 
5430 
5190 
4980 
4780 


6120 
5840 
5590 
5360 
5140 


7220 
6890 
6590 
6320 
6070 


7640 
7300 
6980 
6690 
6420 


8140 
7770 
7430 
7120 
6840 


8640 
8250 
7890 
7560 
7260 


26 

27 
28 
29 


4250 
4090 
3940 
3810 


4590 
4420 
4260 
4120 


4940 
4760 
4590 
4430 


5830 
5620 
5420 
5230 


6170 
5940 
5730 
5530 


6580 
6330 
6110 
5900 


6980 
6720 
6480 
6260 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = j^ span. 

Safe loads above dotted line are greater than safe loads for web crip- 
pling as shown on pages 64 to 66 inclusive. 



CAMBRIA STEEL. 



79 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA L BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of beam. 



Distance 
between 




STANDARD T'BEAJSiL&. 


9 Inch No. B 29. 


10 Inch No. B 33. 


supports 
in feet. 


21 
lbs. 


25 

lbs. 


30 

lbs. 


85 

lbs. 


25 
lbs. 


30 
lbs. 


35 
lbs. 


40 
lbs. 


8 

9 

10 


25160 
22370 
20130 


27240 
24210 
21790 


30180 
26830 
24150 


33120 
29440 
26500 


26050 


28620 


31240 


33850 


11 
12 
13 
14 
15 


18300 
16770 
16480 
14380 
13420 


19810 
18160 
16760 
15570 
14530 


21950 
20120 
18570 
17250 
16100 


24090 
22080 
20380 
18930 
17670 


23680 
21710 
20040 
18610 
17360 


26020 
23850 
22020 
20450 
19080 


28400 
26030 
24030 
22310 
20830 


30780 
28210 
26040 
24180 
22570 


16 

17 
18 


12580 
11840 
11180 


13620 
12820 
12110 


15090 
14200 
13410 


16560 
15590 
14720 


16280 
15320 
14470 

13710 
13020 


17890 
16840 
15900 
15070 
14310 


19520 
18380 
17350 
16440 
15620 


21160 
19910 
18810 


19 
20 


10590 
10064 

9590 
9150 
8750 
8390 
8050 


11470 
10900 

10380 
9910 
9480 
9080 
8720 


12710 
12070 

11500 
10980 
10500 
10060 
9660 


13950 
13250 

12620 
12050 
11520 
11040 
10600 


17820 
16930 


21 

22 
23 
24 
25 


12400 
11840 
11320 
10850 
10420 


13630 
13010 
12450 
11930 
11450 


14880 
14200 
13580 
13020 
12500 


16120 
15390 
14720 
14110 
13540 


26 
27 
28 
29 
30 


7740 
7460 
7190 
6940 
6710 


8380 
8070 
7780 
7510 
7260 


9290 
8940 
8620 
8330 
8050 


10190 
9810 
9460 
9140 
8830 


10020 
9650 
9300 
8980 
8680 


11010 

10600 

10220 

9870 

9540 


12020 
11570 
11160 
10770 
10410 


13020 
12540 
12090 
11670 
11280 


31 
32 
33 


6490 


7030 


7790 


8550 


8400 
8140 
7890 


9230 
8950 
8670 


10080 
9760 
9470 


10920 
10580 
10260 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = -g-i^ span. 



il 



80 




CAMBBIA STEEL. 






SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA I BEAMS. 


Safe loads below are figured 
square inch and include weight c 


for fibre 
Df beam. 


stress of 16 000 pounds per 


Distance 
between 
supports 
in feet. 






12 Inch No. B 41. 


12 Inch No. B 105. 


31.5 

lbs. 


35 

lbs. 


40 
lbs. 


40 
lbs. 


45 
lbs. 


50 

lbs. 


55 
lbs. 


10 


38370 


40580 


43720 


47810 


50790 


53930 


57070 


11 
12 
13 
14 
15 


34880 
31970 
29510 
27400 
25580 


36890 
33820 
31220 
28990 
27050 


39740 
36430 
33630 
31230 
29140 


43470 
39840 
36780 
34150 
31880 


46180 
42330 
39070 
36280 
33860 


49030 
44940 
41480 
38520 
35950 


51880 
47560 
43900 
40760 
38040 


16 

17 
18 
19 
20 


23980 
22570 
21310 
20190 
19180 


25360 
23870 
22540 
21360 
20290 


27320 
25720 
24290 
23010 
21860 


29880 
28130 
26560 
25160 
23910 


31750 
29880 
28220 
26730 
25400 


33710 
31720 
29960 
28380 
26960 


35670 
33570 
31700 
30040 
28530 


21 
22 
23 

24 

25 


18270 
17440 
16680 
15990 


19320 
18450 
17640 
16910 


20820 
19870 
19010 
18220 


22770 
21730 
20790 
19920 


24190 
23090 
22080 
21160 


25680 
24510 
23450 
22470 


27170 
25940 
24810 
23780 


15350 


16230 


17490 


19130 


20320 


21570 


22830 


26 

27 
28 
29 
30 


14760 
14210 
13700 
13230 
12790 


15610 
15030 
14490 
13990 
13530 


16810 
16190 
15610 
15070 
14570 


18390 
17710 
17080 
16490 
15940 


19540 
18810 
18140 
17510 
16930 


20740 
19970 
19260 
18600 
17980 


21950 
21140 
20380 
19680 
19020 


31 
32 

33 
34 
35 


12380 
11990 
11630 
11280 
10960 


13090 
12680 
12300 
11940 
11590 


14100 
13660 
13250 
12860 
12490 


15420 
14940 
14490 
14060 
13660 


16380 
15870 
15390 
14940 
14510 


17400 
16850 
16340 
15860 
15410 


18410 
17830 
17290 
16780 
16300 


36 


10660 


11270 


12140 


13280 


14110 


14980 


15850 


For safe load 
than the allowa 


s below 
hie lim 


the heav} 
t for plast 


r lines, th( 
ered ceilir 


J defiectio 
gs =- sic 


ns will b 


e greater 



CAMBRIA STEEL. 



81 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of beam. 





STANOAIRTI I-SSAI^. 


Distance 












between 




15 Inch Wo. B 53. 




supports 














42 


45 


50 


55 


60 


in feet. 














lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


62830 


64830 


68750 


72670 


76600 


11 


57120 


58940 


62500 


66070 


69630 


12 


52360 


54030 


57290 


60560 


63830 


13 


48330 


49870 


52890 


55900 


58920 


14 


44880 


46310 


49110 


51910 


54710 


15 


41880 


43220 


45840 


48450 


51060 


16 


39270 


40520 


42970 


45420 


47870 


17 


36960 


38140 


40440 


42750 


45060 


18 


34900 


36020 


38200 


40370 


42550 


19 


33070 


34120 


36190 


38250 


40310 


20 


31410 


32420 


34380 


36340 


38300 


21 


29920 


30870 


32740 


34610 


36470 


22 


28560 


29470 


31250 


33030 


34820 


23 


27320 


28190 


29890 


31600 


33300 


24 


26180 


27010 


28650 


30280 


31910 


25 


25130 


25930 


27500 


29070 


30640 


26 


24160 


24940 


26440 


27950 


29460 


27 


23270 


24010 


25460 


26920 


28370 


28 


22440 


23150 


24550 


25960 


27360 


29 


21660 


22360 


23710 


25060 


26410 


30 


20940 


21610 


22920 


24220 


25530 


31 


20270 


20910 


22180 


23440 


24710 


32 


19630 


20260 


21490 


22710 


23940 


33 


19040 


19650 


20830 


22020 


23210 


34 


18480 


19070 


20220 


21370 


22530 


35 


17950 


18520 


19640 


20760 


21880 


36 


17450 


18010 


19100 


20190 


21280 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = j^-^ span. 



82 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA I-BEAMS. 
Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of beam. 





ST^rJOARO-SPSCIAX. T'BEATiL. 


Distance 










between 




15 Inch No. B 109. 




supports 
in feet. 


60 


65 


70 


75 


80 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


86610 


90470 


94390 


98310 


102230 


11 

12 
13 
14 
15 


78740 
72180 
66630 
61870 
57740 


82240 
75390 
69590 
64620 
60310 


85810 
78660 
72610 
67420 
62920 


89370 
81920 
75620 
70220 
65540 


92940 
85190 
78640 
73020 
68150 


16 
17 
18 
19 
20 


54130 
50950 
48120 
45590 
43310 


56540 
53220 
50260 
47610 
45230 


58990 
55520 
52440 
49680 
47190 


61440 
57830 
54620 
51740 
49150 


63890 
60140 
56790 
53810 
51120 


21 
22 
23 
24 
25 


41240 
39370 
37660 
36090 
34650 


43080 
41120 
39330 
37690 
36190 


44950 
42900 
41040 
39330 
37750 


46810 
44690 
42740 
40960 
39320 


48680 
46470 
44450 
42600 
40890 


26 

27 
28 
29 
30 


33310 

32080 
30930 
29870 
28870 


34790 
33510 
32310 
31200 
30160 


36300 
34960 
33710 
32550 
31460 


37810 
36410 
35110 
33900 

32770 


39320 
37860 
36510 
35250 
34080 


31 
32 
33 
34 
35 


27940 
27070 
26250 
25470 
24750 


29180 
28270 
27410 
26610 
25850 


30450 
29500 
28600 
27760 
26970 


31710 
30720 
29790 
28910 
28090 


32980 
31950 
30980 
30070 
29210 


36 


24060 


25130 


26220 


27310 


28400 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings =^ -g-i^ span. 



CAMBRIA STEEL. 



83 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTBD FOR CAMBRIA LBBAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of beam. 





STANOILRD'&FECTATm X'BEAWL. 


Distance 








between 




15 Inch Wo. B 113. 




supports 














80 


85 


90 


95 


100 


in feet. 














lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


112230 


116030 


119960 


123880 


127800 


11 


102030 


105490 


109050 


112620 


116180 


12 


93520 


96700 


99960 


103230 


106500 


13 


86330 


89260 


92270 


95290 


98310 


14 


80160 


82880 


85680 


88480 


91280 


15 


74820 


77360 


79970 


82580 


85200 


16 


70140 


72520 


74970 


77420 


79870 


17 


66020 


68260 


70560 


72870 


75180 


18 


62350 


64460 


66640 


68820 


71000 


19 


59070 


61070 


63130 


65200 


67260 


20 


56110 


58020 


59980 


61940 


63900 


21 


53440 


55250 


57120 


58990 


60860 


22 


51010 


52740 


54530 


56310 


58090 


23 


48800 


50450 


52150 


53860 


55560 


24 


46760 


48350 


49980 


51620 


53250 


25 


44890 


46410 


47980 


49550 


51120 


26 


43170 


44630 


46140 


47650 


49150 


27 


41570 


42980 


44430 


45880 


47330 


28 


40080 


41440 


42840 


44240 


45640 


29 


38700 


40010 


41360 


42720 


44070 


30 


37410 


38680 


39990 


41290 


42600 


31 


36200 


37430 


38700 


39960 


41230 


32 


35070 


36260 


37490 


38710 


39940 


33 


34010 


35160 


36350 


37540 


38730 


34 


33010 


34130 


35280 


36430 


37590 


35 


32070 


33150 


34270 


35390 


86510 


36 


31170 


32230 


33320 


34410 


35500 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = -g-i^ span. 



84 




CAMBRIA STEEL. 






SAFE LOADS IN POUNDS UNIFORMLY DIS- 




TRIBUTED FOR CAMBRIA I-BEAMS. 




Safe loads below are figured 


for fibre 


stress of 16 000 pounds per 


square 


inch and include weight 


of beam. 










&TANX^ATIJJ 


Z-SS.A.IVES. 




Distance 














between 
supports 
in feet 


18 Incli No. B 65. 


20 Inch No. B 73. 


55 


60 


' 65 


70 


65 


70 


75 




lbs. 


lbs. 


' lbs. 


\ lbs. 


lbs. 


lbs. 


lbs. 


10 


94290 


99770 


104470 


109180 


124750 


130110 


135340 


11 

12 
13 
14 
15 


85720 
78570 
72530 
67350 
62860 


90700 
83140 
76740 
71260 
66510 


94980 
87060 
80360 
74620 
69650 


99250 

90980 
83980 
77990 
72790 


113410 

103960 

95960 

89110 

83170 


118280 

108430 

100090 

92940 

86740 


123040 

112780 

104110 

96670 

90230 


16 
17 
18 
19 
20 


58930 
55460 
52380 
49630 
47140 


62360 
58650 
55430 
52510 
49880 


65300 
61460 
58040 
54990 
52240 


68240 
64220 
60660 
57460 
54590 


77970 
73380 
69310 
65660 
62370 


81320 
76540 
72280 
68480 
65060 


84590 
79610 
75190 
71230 
67670 


21 
22 
23 
24 
25 


44900 
42860 
40990 
39290 
37720 


47510 
45350 
43380 
41570 
39910 


49750 
47490 
45420 
43530 
41790 


51990 
49630 
47470 
45490 
43670 


59400 
56700 
54240 

51980 
49900 


61960 

59140 
56570 
54210 
52040 


64450 
61520 
58840 
56390 
54140 


26 
27 
28 
29 
30 


36260 
34920 
33670 
32510 
31430 


38370 
36950 
35630 
34400 
33260 


40180 
38690 
37310 
36030 
34820 


41990 
40440 
38990 
37650 
36390 


47980 
46200 
44550 
43020 

41580 


5004C 
48190 
46470 
44870 
43370 


52050 
50130 
48340 
46670 
45110 


31 
32 
33 
34 
35 


30420 
29460 
28570 
27730 
26940 


32180 
31200 
30230 
29340 
28510 


33700 
32650 
31660 
30730 
29850 


35220 
34120 
33080 
32110 
31190 


40240 
38980 
37800 
36690 
35640 


41970 
40660 
39430 
38270 
37170 


43660 
42290 
41010 
39810 
38670 


36 


26190 


27710 


29020 


30330 


34650 


36140 1 


37590 



CAMBKIA STEEL. 85 


SAFE LOADS m POUNDS UNIFORMLY DIS- 




TMBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds per 


square i 


nch and include weight of beam. 


Distance 


STJLNDJfLRO-SPSCIJLZ^ TSEAWL. 






between 
supports 
in feet 




20 Inch No. B 121. 


80 
lbs. 


85 
lbs. 


90 
lbs. 


95 
lbs. 


100 
lbs. 


10 


156410 


160910 


166140 


171370 


176600 


11 

12 
13 
14 
15 


142190 
130340 
120310 
111720 
104270 


146280 
134090 
123780 
114940 
107270 


151040 
138450 
127800 
118670 
110760 


155790 
142810 
131820 
122410 
114250 


160540 
147160 
135840 
126140 
117730 


16 
17 
18 
19 
20 


97750 
92000 
86890 
82320 
78200 


100570 
94650 
89390 
84690 
80460 


103840 
97730 
92300 
87440 
83070 


107100 

100800 

95200 

90190 

85680 


110370 

103880 

98110 

92950 

88300 


21 
22 
23 

24 

25 


74480 
71090 
68000 
65170 
62560 


76620 
73140 
69960 
67050 
64360 


79110 
75520 
72230 
69220 
66460 


81600 
77890 
74510 
71400 
68550 


84090 
80270 
76780 
73580 
70640 


26 

27 
28 
29 
30 


60160 
57930 
55860 
53930 
52140 


61890 
59600 
57470 
55490 
53640 


63900 
61530 
59340 
57290 
55380 


65910 
63470 
61200 
59090 
57120 


67920 
65410 
63070 
60900 

58870 


31 
32 
33 
34 
85 


50450 
48880 
47400 
46000 
44690 


51910 
50280 
48760 
47330 
45970 


53590 
51920 
50350 
48860 
47470 


55280 
53550 
51930 
50400 
48960 


56970 
55190 
53510 
51940 
50460 


36 


43450 


44700 


46150 


47600 


49050 



86 




CAMBRIA STEEL. 




SAFE LOADS IN POUNDS UNIFORMLY DIS- 




TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16000 pounds per | 


square 


inch and in 


elude weight of beam. 








&TANOATID I-BSAM:. 


Distance 
between 
supports 
in feet 








24 Inch No. B 89. 


80 


85 


90 


95 


100 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 

11 

12 


185530 

168660 
154610 


192700 
175180 


__198970___ 


205240 

186590 
171040 


211520 

192290 
176270 


180880 
165810 


"16"0"5'80"' 


13 


142720 


148230 


153050 


157880 


162710 


14 


132520 


137640 


142120 


146600 


151080 


15 


"123690" 


128460 


132650 


136830 


141010 


16 


115960 


120430 


124360 


128280 


132200 


17 


109140 


113350 


117040 


120730 


124420 


18 


103070 


107050 


110540 


114020 


117510 


19 


97650 


101420 


104720 


108020 


111330 


20 


92770 


96350 


99480 


102620 


105760 


21 


88350 


91760 


94750 


97740 


100720 


22 


84330 


87590 


90440 


93290 


96140 


23 


80670 


83780 


86510 


89240 


91960 


24 


77300 


80290 


82900 


85520 


88130 


25 


74210 


77080 


79590 


82100 


84610 


26 


71360 


74110 


76530 


78940 


81350 


27 


68720 


71370 


73690 


76020 


78340 


28 


66260 


68820 


71060 


73300 


75540 


29 


63980 


66450 


68610 


70770 


72940 


30 


61840 


64230 


66320 


68410 


70510 


31 


59850 


62160 


64180 


66210 


68230 


32 


57980 


60220 


62180 


64140 


66100 


33 


56220 


58390 


60290 


62200 


64100 


34 


54570 


56680 


58520 


60370 


62210 


35 


53010 


55060 


56850 


58640 


60430 


36 


51540 


53530 


55270 


57010 


58760 


Safe 


loads above 


i dotted line are greater than safe loads 


for web crip- 


pling, J 


IS shown on 


pages 64 to 66 inclusive. 









CAMBRIA STEEL. 






87 


SAFE LOADS IN POUNDS UNIFORMLY DIS- 




TRIBUTBD FOR CAMBRIA CHANNELS. 




Safe loads below are figured 


for fibre stress 


of 16 000 pounds per 


square inch and include weight of channel. 










SXANDARO CXZANNSI^S. 


Distance 


















between 
supports 


3 Inch No. C 5. 


4 Inch ITo. 


C9. 


5 Inch No. 


C13. 






















4 


5 


6 


5.25 


6.25 


7.25 


6.5 


9 


11.5 


in feet. 






















lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 


2910 


3290 


3680 


5060 


5570 


6090 


7910 


9460 


11100 


5 


2330 


2630 


2940 


4050 


4450 


4870 


6330 


7570 


8880 


8 

7 


1940 


2190 


2450 


3370 
2890 


3710 
3180 


4060 
3480 


5270 
4520 


6310 
5410 


7400 
6340 


1660 


1880 


2100 


8 
9 


1450 
1290 


1640 
1460 


1840 
1630 


2530 


2780 


3050 


3960 
3520 


4730 
4210 


5550 
4930 


2250 


2470 


2510 


10 
11 


1160 
1060 


1310 
1190 


1470 
1340 


2020 
1840 


2230 
2020 


2440 
2210 


3160 


3790 


4440 


2880 


3440 


4040 


12 


970 


1100 


1230 


1690 


1860 


2030 


2640 


3150 


3700 


13 


890 


1010 


1130 


1560 


1710 


1870 


2430 


2910 


3410 


14 


830 


940 


1050 


1440 


1590 


1740 


2260 


2700 


3170 


15 


780 


880 


980 


1350 


1480 


1620 


2110 


2520 


2960 


16 


730 


820 


920 


1260 


1390 


1520 


1980 


2370 


2770 


17 


680 


770 


870 


1190 


1310 


1430 


1860 


2230 


2610 


18 


650 


730 


820 


1120 


1240 


1350 


1760 


2100 


2470 


19 


610 


690 


770 


1060 


1170 


1280 


1670 


1990 


2340 


20 


580 


660 


740 


1010 


1110 


1220 


1580 


1890 


2220 


21 


550 


630 


700 


960 


1060 


1160 


1510 


1800 


2110 


22 


530 


600 


670 


920 


1010 


1110 


1440 


1720 


2020 


23 


510 


570 


640 


880 


970 


1060 


1380 


1650 


1930 


24 


480 


550 


610 


840 


930 


1020 


1320 


1580 


1850 


25 


470 


530 


590 


810 


890 


970 


1270 


1510 


1780 


For 


• safe loads 1 


5elow the heav) 


T lines, t 


he defle 


ctions \^ 


nil be i 


3jreater 


thant 


he allowabl 


e limit for plast 


ered cei 


lings = 


jh SP' 


in. 





88 



CAMBKIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of channel. 





ST-i^NDARD CHANNEZXaS. 


Distance 




















between 


6 Inch No. C 17. 




7 Inch No. 


C21. 




supports 


8 


10.5 


13 


15.5 


9.75 


12.25 


14.75 


17.25 


19.75 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 
5 


11550 
9240 


13440 
10750 


15400 
12320 


17360 
13890 


16070 
12850 


18410 
14730 


20700 
16560 


22990 
18390 


25280 
20220 


6 
7 
8 
9 
10 


7700 
6600 
5780 
5130 
4620 


8960 
7680 
6720 
5970 
5380 


10270 

8800 
7700 
6840 
6160 


11570 
9920 

8680 
7720 
6940 


10710 

9180 
8030 
7140 
6430 


12280 

10520 

9210 

8180 

7370 


13800 

11830 

10350 

9200 

8280 


15330 
13140 
11490 
10220 
9200 


16850 
14440 
12640 
11230 
10110 


11 
12 


4200 
3850 


4890 

4480 


5600 
5130 


6310 
5790 


5840 
5360 
4940 
4590 


6700 
6140 
5670 
5260 

4910 


7530 
6900 
6370 
5910 

5520 


8360 
7660 

7070 
6570 


9190 
8430 


13 

14 


3550 
3300 
3080 


4130 
3840 
3580 


4740 
4400 
4110 


5340 
4960 
4630 


7780 
7220 


15 


4280 


6130 


6740 


16 
17 
18 
19 
20 


2890 
2720 
2570 
2430 
2310 


3360 
3160 
2990 
2830i 
2690 


3850 
3620 
3420 
3240 
3080 


4340 
4080 
3860 
3650 
3470 


4020 
3780 
3570 
3380 
3210 


4600 
4330 
4090 
3880 
3680 


5180 
4870 
4600 
4360 
4140 


5750 
5410 
5110 
4840 
4600 


6320 
5950 
5620 
5320 
5060 


21 
22 
23 
24 
25 


2200 

2100, 
2010| 
1930 
1850' 


2560 
2440 
23401 
2240| 
2150i 


2930 
2800 
2680 
2570 
2460 


3310 
3160 
3020 
2890 
2780 


3060 
2920 
2790 i 
2680 1 
2570 ' 


3510 
3350 
3200 
3070 
2950 ' 


3940 
3760 
3600 
3450 
3310 ' 


4380 
4180 
4000 
3830 1 
3680 ' 


4810 
4600 
4400 
4210 
4040 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = -ji^ span. 



CAMBRIA STEEL. 



89 



SAFE LOADS IN POUNDS UNIFOBMLY DIS- 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of channel. 





STANT^AlEtO CHikNNJEJLS. 


Distance 


















between 




8 Inch No. C 25. 




9 Inch BTo. C 29. 


supports 

in fppf 


11.25 


13.75 


16.25 


18.75 


21.25 


13.25 


15 


20 


25 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 
5 


21530 
17230 


24000 
19200 


26610 
21290 


29230 
23380 


31840 
25470 


28040 
22430 


30130 
24110 


36020 
28810 


41900 
33520 


6 
7 
8 
9 
10 


14360 

12310 

10770 

9570 

8610 


16000 
13710 
12000 
10670 
9600 


17740 
15210 
13310 
11830 
10650 


19480 
16700 
14610 
12990 
11690 


21230 
18200 
15920 
14150 
12740 


18690 
16020 
14020 
12460 
11220 


20090 
17220 
15070 
13390 
12050 


24010 
20580 
18010 
16010 
14410 


27930 
23940 
20950 
18620 
16760 


11 
12 
13 
14 
15 


7830 
7180 
6630 
6150 
5740 


8730 
8000 
7380 
6860 
6400 


9680 
8870 
8190 
7600 
7100 


10630 
9740 
8990 
8350 
7790 


11580 

10610 

9800 

9100 

8490 


10200 
9350 
8630 
8010 
7480 


10960 

10040 

9270 

8610 

8040 


13100 
12010 
11080 
10290 
9600 


15240 
13970 
12890 
11970 
11170 


16 


5380 


6000 


6650 


7310 


7960 


7010 

6600 
6230 


7530 
7090 
6700 


9000 

8470 
8000 

7580 
7200 


10470 


17 
18 


5070 
4790 

4530 
4310 


5650 
5330 
5050 
4800 


6260 
5910 

5600 
5320 


6880 
6490 

6150 
5850 


7490 
7080 

6700 
6370 


9860 
9310 


19 
20 


5900 
5610 


6340 
6030 


8820 
8380 


21 
22 
23 
24 
25 


4100 
3920 
3750 
3590 
3450 


4570 
4360 
4170 
4000 
3840 


5070 
4840 
4630 
4440 
4260 


5570 
5310 
5080 
4870 
4680 


6070 
5790 
5540 
5310 
5090 


5340 
5100 
4880 
4670 
4490 


5740 
5480 
5240 
5020 
4820 


6860 
6550 
6260 
6000 
5760 


7980 
7620 
7290 
6980 
6700 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = -^^-q span. 



90 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of channel. 





STANOATIT^ GJ^ANNETMn 


Distance 








between 




10 Inch No. C 33. 




supports 




i 








15 


20 


25 


30 


35 


in feet. 














lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


14270 


16790 


19410 


22020 


24640 


11 


12970 


15270 


17640 


20020 


22400 


12 


11890 


14000 


16170 


18350 


20530 


13 


10980 


12920 


14930 


16940 


18950 


14 


10190 


12000 


13860 


15730 


17600 


15 


9510 


11200 


12940 


14680 


16430 


16 


8920 


10500 


12130 


13760 


15400 


17 


8390 


9880 


11420 


12950 


14490 


18 


7930 


9330 


10780 


12240 


13690 


19 


7510 


8840 


10220 


11590 


12970 


20 


7130 


8400 


9700 


11010 


12320 


21 


6790 


8000 


9240 


10490 


11730 


22 


6490 


7630 


8820 


10010 


11200 


23 


6200 


7300 


8440 


9580 


10710 


24 


5940 


7000 


8090 


9180 


10270 


25 


5710 


6720 


7760 


8810 


9860 


26 


5490 


6460 


7460 


8470 


9480 


27 


5280 


6220 


7190 


8160 


9130 


28 


5100 


6000 


6930 


7870 


8800 


29 


4920 


5790 


6690 


7590 


8500 


30 


4760 


5600 


6470 


7340 


8210 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings rrr ^i^ span. 



CAMBRIA STEEL. 



91 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA CHANNELS. 
Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of channel. 





SXJfkNOJkRD GJS.ANNEXM, 


Distance 












between 




12 Inch No. I 


D41. 




supports 














20.5 


25 


30 


35 


40 


in feet. 














lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


22780 


25600 


28740 


31870 


35010 


11 


20700 


23270 


26120 


28980 


31830 


12 


18980 


21330 


23950 


26560 


29180 


13 


17520 


19690 


22110 


24520 


26930 


14 


16270 


18290 


20530 


22770 


25010 


15 


15180 


17070 


19160 


21250 


23340 


16 


14230 


16000 


17960 


19920 


21880 


17 


13400 


15060 


16900 


18750 


20600 


18 


12650 


14220 


15970 


17710 


19450 


19 


11990 


13470 


15120 


16780 


18430 


20 


11390 


12800 


14370 


15940 


17510 


21 


10850 


12190 


13680 


15180 


16670 


22 


10350 


11640 


13060 


14490 


15910 


23 


9900 


11130 


12490 


13860 


15220 


24 


9490 


10670 


11970 


13280 


14590 


25 


9110 


10240 


11490 


12750 


14000 


26 


8760 


9850 


11050 


12260 


13470 


27 


8440 


9480 


10640 


11810 


12970 


28 


8130 


9140 


10260 


11380 


12500 


29 


7850 


8830 


9910 


10990 


12070 


30 


7590 


8530 


9580 


10620 


11670 



For safe loads below the heavy lines, the deflections will be greater 
than the allowable limit for plastered ceilings = -g-l^ span. 



92 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of channel. 



Distance 


STA.NDARS CK[.A.NN£:Za. 














between' 






15 Inch No. C 53. 




supports 
in feet. 


33 

lbs. 


35 

lbs. 


i 40 
i ^^^• 

' 49420 


1 45 
1 lbs. 


50 
lbs. 


55 

lbs. 


10 


44450 


45500 


53350 


57270 


61190 


11 

12 
13 
14 

15 


40410 
37040 
34190 
31750 
29630 


41370 
37920 
35000 
32500 
30340 


44930 
41190 
38020 
35300 
32950 


48500 
44460 
41040 
38100 
35560 


52060 
47720 
44050 
40910 
38180 


55630 
50990 
47070 
43710 
40790 


16 
17 
18 
19 
20 


27780 
26150 
24700 
23400 
22230 


28440 
26770 
25280 
23950 
22750 


30890 
29070 
27460 
26010 
24710 


33340 
31380 
29640 
28080 
26670 


35790 
33690 
31820 
30140 
28630 


38240 
35990 
33990 
32210 
30590 


21 
22 
23 
24 
25 


21170 
20210 
19330 

18520 
17780 


21670 
20680 
19780 
18960 
18200 


23540 
22470 
21490 
20590 
19770 


25400 
24250 
23190 
22230 
21340 


27270 
26030 
24900 
23860 
22910 


29140 
27810 
26600 
25500 
24480 


26 
27 
28 
29 
30 


17100 
16460 
15880 
15330 
14820 


17500 
16850 
16250 
15690 
15170 


19010 
18310 
17650 
17040 
16470 


20520 
19760 
19050 
18400 
17780 


22030 
21210 
20450 
19750 
19090 


23530 
22660 
21850 
21100 
20400 



CAMBRIA STEEL. 



93 



SPACING OP CAMBRIA I-BEAMS FOR UNI- 
FORM LOAD OF 100 LBS. PER 

SQUARE FOOT. ^ 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 



Distance 


&rCANUAT<i:J X-BEATHS. 


beween 
















supports 


3 Inch No. 


B 5. 


4 Inch ITo. B 9. 




feet. 


5.5 


6.5 


7.5 


7.5 


8.5 


9.5 


10.5 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 


11.0 


12.0 


12.9 


19.9 


21.2 


22.5 


23.8 


5 


7.1 


7.7 


8.3 


12.7 


13.6 


14.4 


15.2 


6 


4.9 


5.3 


5.8 


8.8 
6.5 


9.4 
6.9 


10.0 
7.3 


10.6 


7 


3.6 


3.9 


4.2 


7.8 


8 


2.8 
2.2 


3.0 

2.4 


3.2 
2.6 


5.0 


5.3 


5.6 


5.9 


9 


3.9 


4.2 


4.4 


4.7 


10 


1.8 


1.9 


2.1 


3.2 


3.4 


3.6 


3.8 


11 


1.5 


1.6 


1.7 


2.6 


2.8 


3.0 


3.1 


12 


1.2 


1.3 


1.4 


2.2 


2.4 


2.5 


2.6 


13 


1.0 


1.1 


1.2 


1.9 


2.0 


2.1 


2.3 


14 


.... 


1.0 


1.1 


1.6 


1.7 


1.8 


1.9 


15 


.... 


.... 


.... 


1.4 


1.5 


1.6 


1.7 


16 








1.2 


1.3 


1.4 


1.5 


17 


. • . • 


.... 


• • • • 


1.1 


1.2 


1.2 


1.3 


18 


r • • • 


.... 


.... 


1.0 


1.0 


1.1 


1.2 


19 


* • • • 


• * « • 


.... 




.... 


1.0 


1.1 


20 














.... 





1.0 



For spacings below the heavy lines the deflections vill be greater than the 
allowable limit for plastered ceilings = shi span. 

Spacings for other intensities of loading may be obtained from those in tables as 
follows : 

Intensity of loading from table^ 



Required spacing = 



New intensity of loading 



•X Computed spacing from table. 



94 



CAMBRIA STEEL. 



SPACING OF CAMBRIA I-BEAMS FOR 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 



UNI- 



Distance 


STJkNOikRO X-SSAIVES. 


between 
supports 


5 Inch No. B 13. 


6 Inch No. B 17. 


in 


9.75 


12.25 


14.75 


12.25 


14.75 


17.25 


feet 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


4 


32.2 


36.3 


40.4 


48.4 


53.3 


58.2 


5 


20.6 


23.2 


25.9 


31.0 


34.1 


37.2 


6 


14.3 


16.1 


18.0 


21.5 


23.7 


25.9 


7 


10.5 


11.9 


13.2 


15,8 


17.4 


19.0 


8 


8.1 


9.1 


10.1 


12.1 


13.3 


14.5 


9 


6.4 


7.2 


8.0 


9.6 


10.5 


11.5 


10 


5.2 


5,8 


6.5 


7.7 
6.4 


8.5 
7.0 


9.3 


11 


4.3 


4.8 


5,3 


7.7 


12 


3.6 
3.1 


4.0 
3.4 


4.5 
3.8 


5.4 


5.9 


6.5 


13 


4.6 


5.0 


5.5 


14 


2.6 


3.0 


3.3 


4.0 


4.4 


4.8 


15 


2.3 


2.6 


2.9 


3.4 


3.8 


4.1 


16 


2.0 


2.3 


2.5 


3.0 


3.3 


3.6 


17 


1.8 


2.0 


2.2 


2.7 


3.0 


3.2 


18 


1.6 


1.8 


2.0 


2.4 


2.6 


2.9 


19 


1.4 


1.6 


1.8 


2.1 


2.4 


2.6 


20 


1.3 


1.5 


1.6 


1.9 


2.1 


2.3 


21 


1.2 


1.3 


1.5 


1.8 


1.9 


2.1 


22 


1.1 


1.2 


1.3 


1.6 


1.8 


1.9 


23 


1.0 


1.1 


1.2 


1.5 


1.6 


1.8 


24 


4 . . . 


1.0 


1.1 


1.3 


1.5 


1.6 


25 





• . . . 


1.0 


1.2 


1.4 


1.5 


26 






1.0 


1.1 


1.3 


1.4 


27 


.... 


«... 


.... 


1.1 


1.2 


1.3 


28 


.... 


• • O 1 


.... 


1.0 


1.1 


1.2 


29 














1.0 


1.1 



For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3^^ span. 

Spacings for other intensities of loading may be obtained from those in tables as 
follows : 
.^ . , . Intensity of loading from table ^ ^ -, , . . ^, 

Required spacing = — r^; t ; ?-; t. X Computed spacmg from, table. 

New intensity of loading 



CAMBEIA STEEL. 



95 



SPACINa OP CAMBRIA I-BBAMS FOR 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16000 pounds per square inch. 



UNI- 



Distance 




STAN'D.AlRS X- 


SEATHS. 




between 

supports 

in 

feet. 


7 Inch No. ; 


B 21. 


8 Inch No. B 25 


• 


15 
lbs. 


17.5 
lbs. 


20 
lbs. 


18.00 
lbs. 


20.25 
lbs. 


22.75 

lbs. 


25.25 

lbs. 


4 


69.0 


74.6 


80.3 


94.8 


100.3 


106.9 


113.4 


5 


44.2 


47.8 


51.4 


60.7 


64.2 


68.4 


72.6 


6 
7 
8 
9 
10 


30.7 
22.5 
17.3 
13.6 
11.0 


33.2 

24.4 
18.7 
14.7 
11.9 


35.7 
26.2 
20.1 
15.9 
12.9 


42.1 
31.0 
23.7 
18.7 
15.2 


44.6 
32.8 
25.1 
19.8 
16.1 


47.5 
34.9 
26.7 
21.1 
17.1 


50.4 
37.0 
28.3 
22.4 
18.1 


11 
12 
13 
14 


9.1 
7.7 
6.5 
5.6 


9.9 
8.3 
7.1 
6.1 


10.6 
8.9 
7.6 
6.6 


12.5 

10.5 

9.0 

7.7 

6.7 


13.3 

ILl 

9.5 

8.2 

7.1 


14.1 
11.9 
10.1 

8.7 
7.6 


15.0 

12.6 

10.7 

9.3 


15 


4.9 


5.3 


5.7 


8.1 


16 


4.3 

3.8 
3.4 
3.1 

2.8 


4.7 
4.1 
3.7 
3.3 
3.0 


5.0 

4.4 
4.0 
3.6 
3.2 


5.9 


6.3 


6.7 


7.1 


17 
18 
19 
20 


5.2 

4.7 
4.2 
3.8 


5.6 
5.0 
4.4 
4.0 


5.9 
5.3 
4.7 
4.3 


6.3 
5.6 
5.0 
4.5 


21 
22 
23 

24 
25 


2.5 
2.3 
2.1 
1.9 
1.8 


2.7 
2.5 
2.3 
2.1 
1.9 


2.9 
2.7 
2.4 
2.2 
2.1 


3.4 
3.1 
2.9 
2.6 
2.4 


3.6 
3.3 
3.0 

2.8 
2.6 


3.9 
3.5 
3.2 
3.0 
2.7 


4.1 
3.7 
3.4 
3.1 
2.9 


26 
27 
28 
29 


1.6 
1.5 
1.4 
1.3 


1.8 
1.6 
1.5 
1.4 


1.9 
1.8 
1.6 
1.5 


2.2 
2.1 
1.9 
1.8 


2.4 
2.2 
2.0 
1.9 


2.5 
2.3 
2.2 
2.0 


2.7 
2.5 
2.3 

2.2 



For spacings above the dotted lines the safe loads for bending are greater than 
the safe loads for web crippling, as explained on pages 64 to 66 inclusive. 

For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^i^ span. 

Spacings for other intensities of loaciing may be obtained from those in tables as 

follows : 

T, . J . Intensityof loading from table ^ , . ^ 

Required spacmg = — .^^^ r— — — ^. — j-. X Computed spacmg from table. 



New intensity of loading 



96 



CAMBRIA STEEL. 



SPACING- OF CAMBRIA I-BEAMS FOR 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16000 pounds per square inch, 



UNI- 



Distance 


S-r^NDARO X'BEAIVLS. 


between 

supports 

in 


9 Inch No. B 29. 


10 Inch No. B 33. 


21 


25 


30 


35 


25 


30 


35 


40 


feet. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


8 


31.5 


34.1 


37.7 


41.4 






.... 




9 


24.9 


26.9 


29.8 


32.7 


.... 


.... 


. • . . 


• • • • 


10 


20.1 


21.8 


24.1 


26.5 


26.0 


28.6 


31.2 


33.9 


11 


16.6 


18.0 


20,0 


21.9 


21.5 


23.7 


25.8 


28.0 


12 


14.0 


15.1 


16.8 


18.4 


18.1 


19.9 


21.7 


23.5 


13 


11.9 


12.9 


14.3 


15.7 


15.4 


16.9 


18.5 


20.0 


14 


10.3 


11.1 


12.3 


13.5 


13.3 


14.6 


15.9 


17.3 


15 


8.9 


9.7 


10.7 


11.8 


11.6 


12.7 


13.9 


15.0 


16 


7.9 


8.5 


9.4 


10.4 


10.2 


11.2 


12.2 


13.2 


17 


7.0 


7.5 


8.4 


9.2 


9.0 


9.9 


10.8 


11.7 


18 


6.2 


6.7 


7.5 


8.2 


8.0 

7.2 


8.8 
7.9 


9.6 

8.7 


10.4 


19 


5.6 


6.0 


6.7 


7.3 


9.4 


20 


5.0 
4.6 


5.4 
4.9 


6.0 
5.5 


6.6 
6.0 


6.5 


7.2 


7.8 


8.5 


21 


5.9 


6.5 


7.1 


7.7 


22 


4.2 


4.5 


5.0 


5.5 


5.4 


5.9 


6.5 


7.0 


23 


3.8 


4.1 


4.6 


5.0 


4.9 


5.4 


5.9 


6.4 


24 


3.5 


3.8 


4.2 


4.6 


4.5 


5.0 


5.4 


5.9 


25 


3.2 


3.5 


3.9 


4.2 


4.2 


4.6 


5.0 


5.4 


26 


3.0 


3.2 


3.6 


3.9 


3.9 


4.2 


4.6 


5.0 


27 


2.8 


3.0 


3.3 


3.6 


3.6 


3.9 


4.3 


4.6 


28 


2.6 


2.8 


3.1 


3.4 


3.3 


3.7 


4.0 


4.3 


29 


2.4 


2.6 


2.9 


3.2 


3.1 


3.4 


3.7 


4.0 


30 


2.2 


2.4 


2.7 


2.9 


2.9 


3.2 


3.5 


3.8 


31 


2.1 


2.3 


2.5 


2.8 


2.7 


3.0 


3.3 


3.5 


32 


.... 


.... 


.... 


.... 


2.5 


2.8 


3.1 


3.3 


33 








.... 1 





2.4 


2.6 


2.9 


3.1 



For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^^ span. 

Spacings for other intensities of loading may be obtained from those in tables as 

follows : 

_ , . Intensity of loading from table ^ , . - 

Required spacmg = —— f ^ ^, — — ■ X Computed spacing from table. 

New mtensity of loadmg 



CAMBRIA STEEL. 



97 



SPACING- OP CAMBRIA I-BEAMS FOR UNI- 

FORM LOAD OF 100 LBS. PER 

SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 





STANOJLRO 




&T>EGXAXm 




Distance 


12 Inch No. B 41. 




z-]be:ai^. 




supports 


12 Incli Ifo. B 105. 


m 


31.5 


35 


40 


40 


45 


50 


55 


feet. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


38.4 


40.6 


43.7 


47.8 


50.8 


53.9 


57.1 


11 


31.7 


33.5 


36.1 


39.5 


42.0 


44.6 


47.2 


12 


26.6 


28.2 


30.4 


33.2 


35.3 


37.5 


39.6 


13 


22.7 


24.0 


25.9 


28.3 


30.1 


31.9 


33.8 


14 


19.6 


20.7 


22.3 


24.4 


25.9 


27.5 


29.1 


15 


17.1 


18.0 


19.4 


21.3 


22.6 


24.0 


25.4 


16 


15.0 


15.9 


17.1 


18.7 


19.8 


21.1 


22.3 


17 


13.3 


14.0 


15.1 


16.5 


17.6 


18.7 


19.7 


18 


11.8 


12.5 


13.5 


14.8 


15.7 


16.6 


17.6 


19 


10.6 


11.2 


12.1 


13.2 


14.1 


14.9 


15.8 


20 


9.6 


10.1 


10.9 


12.0 


12.7 


13.5 


14.3 


21 


8.7 


9.2 


9.9 


10.8 


11.5 


12.2 


12.9 


22 


7.9 


8.4 


9.0 


9.9 


10.5 


11.1 


11.8 


23 


7.3 


7.7 


8.3 


9.0 


9.6 


10.2 


10.8 


24 


6.7 


7.0 


7.6 


8.3 


8.8 


9.4 


9.9 


25 


6.1 


6.5 


7.0 


7.7 


8.1 


8.6 


9.1 


26 


5.7 


6.0 


6.5 


7.1 


7.5 


8.0 


8.4 


27 


5.3 


5.6 


6.0 


6,6 


7.0 


7.4 


7.8 


28 


4.9 


5.2 


5.6 


6.1 


6.5 


6.9 


7.3 


29 


4.6 


4.8 


5.2 


5.7 


6.0 


6.4 


6.8 


30 


4.3 


4.5 


4,9 


5.3 


5.6 


6.0 


6.3 


31 


4.0 


4.2 


4.5 


5.0 


5.3 


5.6 


5.9 


32 


3.7 


4.0 


4.3 


4.7 


5.0 


5.3 


5.6 


33 


3.5 


3.7 


4.0 


4.4 


4.7 


5.0 


5.2 


34 


3.3 


3.5 


3.8 


4.1 


4.4 


4.7 


4.9 


35 


3.1 


3.3 


3.6 


3.9 


4.1 


4.4 


4.7 


36 


3.0 


3.1 


3.4 


3.7 


3.9 


4.2 


4.4 



For spacings belov/ the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^^ span. 

Spacings for other intensities of loading may be obtained from those in tables as 

follows : 

_, . , . Intensity of loading from table „ , . /• ^ , i 

Required spacing = — ir^^ f =- X Computed spacuig from table. 

^ ^ o ]\fe^ intensity of oading ^ ^ 



98 



CAMBRIA STEEIi. 



SPACINQ OP CAMBRIA I-BEAMS FOR UNI- 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 



Distance 


ST/LNOJkRO X-BS/klVI. 


between 




15 Inch No. B 53. 




supports 
in 










42 


45 


60 


55 


60 


feet. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


62.8 


64.8 


68.8 


72.7 


76.6 


11 


51.9 


53.6 


56.8 


60.1 


63.3 


12 


43.6 


45.0 


47.7 


50.5 


53.2 


13 


37.2 


38.4 


40.7 


43.0 


45.3 


14 


32.0 


33.1 


35.1 


37.1 


39.1 


15 


27.9 


28.8 


30.6 


32.3 


34.0 


16 


24.5 


25.3 


26.9 


28.4 


29.9 


17 


21.7 


22.4 


23.8 


25.1 


26.5 


18 


19.4 


20.0 


21.2 


22.4 


23.6 


19 


17.4 


18.0 


19.0 


20.1 


21.2 


20 


15.7 


16.2 


17.2 


18.2 


19.1 


21 


14,2 


14.7 


15.6 


16.5 


17.4 


22 


13.0 


13.4 


14.2 


15.0 


15.8 


23 


11.9 


12.3 


13.0 


13.7 


14.5 


24 


10.9 


11.3 


11.9 


12.6 


13.3 


25 


10.1 


10.4 


11.0 


11.6 


12.3 


26 


9.3 


9.6 


10.2 


10,8 


11.3 


27 


8.6 


8.9 


9.4 


10.0 


10.5 


28 


8.0 


8.3 


8.8 


9.3 


9.8 


29 


7.5 


7.7 


8.2 


8.6 


9.1 


30 


7.0 


7.2 


7.6 


8.1 


8.5 


31 


6.5 


6.7 


7.2 


7.6 


8.0 


32 


6.1 


6.3 


6.7 


7.1 


7.5 


33 


5.8 


6.0 


6.3 


6.7 


7.0 


34 


5.4 


5.6 


5.9 


6.3 


6.6 


35 


5.1 


5.3 


5.6 


5.9 


6.3 


36 


4.8 


5.0 


5.3 


5.6 


5.9 



For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^^ span. 

Spacings for other intensities of loading may be obtained from those in tables as 
follows : 

^ . , . I^^t^nsity of loading from table ^ ,.^,, 

Required spacing = ^^ ^„,..__ ,ri--j:-- — X Computed spacing from table. 



New intensity of loading 



CAMBBIA STEEL. 



99 



SPAOINQ OF CAMBRIA. I-BEAMS FOR UNI- 

FORM LOAD OF lOO LBS. PER 

SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16000 pounds per square inch. 



Distance 




&1REGTAXm t-beath. 




between 

supports 

in 


15 Inch No. B 109. 


60 


65 


70 


75 


80 


feet. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


86.6 


90.5 


94.4 


98.3 


102.2 


11 


71.6 


74.8 


78.0 


81.2 


84.5 


12 


60.1 


62.8 


65.5 


68.3 


71.0 


13 


51.3 


53.5 


55.9 


58.2 


60.5 


14 


44.2 


46.2 


48.2 


50.2 


52.2 


15 


38.5 


40.2 


41.9 


43.7 


45.4 


16 


33.8 


35.3 


36.9 


38.4 


39.9 


17 


30.0 


31.3 


32.7 


34.0 


35.4 


18 


26.7 


27.9 


29.1 


30.3 


31.6 


19 


24.0 


25.1 


26.1 


27.2 


28.3 


20 


21.7 


22.6 


23.6 


24.6 


25.6 


21 


19.6 


20.5 


21.4 


22.3 


23.2 


22 


17.9 


18.7 


19.5 


20.3 


21.1 


23 


16.4 


17.1 


17.8 


18.6 


19.3 


24 


15.0 


15.7 


16.4 


17.1 


17.7 


25 


13.9 


14.5 


15.1 


15.7 


16.4 


26 


12.8 


13.4 


14.0 


14.5 


15.1 


27 


11.9 


12.4 


12.9 


13.5 


14.0 


28 


11.0 


11.5 


12.0 


12.5 


13.0 


29 


10.3 


10.8 


11.2 


11.7 


12.2 


30 


9.6 


10.1 


10.5 


10.9 


11.4 


31 


9.0 


9.4 


9.8 


10.2 


10.6 


32 


8.5 


8.8 


9.2 


9.6 


10.0 


33 


8.0 


8.3 


8.7 


9.0 


9.4 


34 


7.5 


7.8 


8.2 


8.5 


8.8 


35 


7.1 


7.4 


7.7 


8.0 


8.3 


36 


6.7 


7.0 


7.3 


7.6 


7.9 



For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3^,5 span. 

Spacings for other intensities of loading may be obtained from those in tables as 
follows : 
_, . , . Intensity of loading from table ^^ ^ ^ , . _ ^ , , 

Required spacmg = — ^r= ^ -. =-, — t^ X Computed spacing from table. 

. N^ew intensity of loading 

.. L.QJ'Vi — =- .=.-»=..««=»»-«= ^ » _ 



100 



CAMBRIA STEEL. 



SPACING OP CAMBRIA I-BEAMS FOR UNI- 

FORM LOAD OF 100 LBS. PER 

SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 



Distance 


&T>EGJ.AT^ XSEATH. 


between 
supports 


15 Inch No. B 113. 


in 


80 


85 


90 


95 


100 


feet. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


10 


112.2 


116.0 


120.0 


123.9 


127.8 


11 


92.8 


95.9 


99.1 


102.4 


105.6 


12 


77.9 


80.6 


83.3 


86.0 


88.7 


13 


66.4 


68.7 


71.0 


73.3 


75.6 


14 


57.3 


59.2 


61.2 


63.2 


65,2 


15 


49.9 


51.6 


53.3 


55.1 


56.8 


16 


43.8 


45.3 


46.9 


48.4 


49.9 


17 


38.8 


40.2 


41.5 


42.9 


44.2 


18 


34.6 


35.8 


37.0 


38.2 


39.4 


19 


31.1 


32.1 


33.2 


34.3 


35.4 


20 


28.1 


29.0 


30.0 


31.0 


31.9 


21 


25.4 


26.3 


27.2 


28.1 


29.0 


22 


23.2 


24.0 


24.8 


25.6 


26.4 


23 


21.2 


21.9 


22.7 


23.4 


24.2 


24 


19.5 


20.1 


20.8 


21.5 


22.2 


25 


18.0 


18.6 


19.2 


19.8 


20.4 


26 


16.6 


17.2 


17.7 


18.3 


18.9 


27 


15.4 


15.9 


16.5 


17.0 


17.5 


28 


14.3 


14.8 


15.3 


15.8 


16.3 


29 


13.3 


13.8 


14.3 


14.7 


15.2 


30 


12.5 


12.9 


13.3 


13.8 


14.2 


31 


11.7 


12.1 


12.5 


12.9 


13.3 


32 


11.0 


11.3 


11.7 


12.1 


12.5 


33 


10.3 


10.7 


11.0 


11.4 


11.7 


34 


9.7 


10.0 


10.4 


10.7 


11.1 


35 


9.2 


9.5 


9.8 


10.1 


10.4 


36 


8.7 


9.0 


9.3 


9.6 


9.9 



For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^^ span. 

Spacings for other intensities of loading may be obtained from those in tables as 
follows : 
^ . , . Intensity of loriding from table ^, , . . ,, 

Required spacmg = -^r= -. -. zr-. r-. X Computed spacing from table. 

^ f & jyj^g^ intensity of loading ^ f ^ » 



CAMBRIA STEEL. 



101 



SPACING OF CAMBRIA I-BEAMS FOR UNI- 

FORM LOAD OF 100 LBS. PER 

SQUARE FOOT. 





Maximum fibre stress 16 000 pounds per square inch. 




Distance 

between 

supports 

in 

feet. 


STiLNX3A.RD I-SSAIMHS. 


18 Inch No. B 65. 


20 Inch No. B 73. 


55 

lbs. 


60 
lbs. 


65 
lbs. 


70 
lbs. 


65 
lbs. 


70 
lbs. 


75 
lbs. 


10 


94.3 


99.8 


104.5 


109.2 


124.7 


130.1 


135.3 


11 

12 
13 
14 
15 


77.9 
65.5 
55.8 
48.1 
41.9 


82.5 
69.3 
59.0 
50.9 
44.3 


86.3 
72.6 
61.8 
53.3 
46.4 


90.2 
75.8 
64.6 
55.7 
48.5 


103.1 
86.6 
73.8 
63.6 
55.4 


107.5 
90.4 
77.0 
66.4 
57.8 


111.9 
94.0 
80.1 
69.1 
60.2 


16 
17 
18 
19 
20 


36.8 
32.6 
29.1 
26.1 
23.6 


39.0 
34.5 
30.8 
27.6 
24.9 


40.8 
36.2 
32.2 
28.9 
26.1 


42.6 
37.8 
33.7 
30.2 
27.3 


48.7 
43.2 
38.5 
34.6 
31.2 


50.8 
45.0 
40.2 
36.0 
32.5 


52.9 
46.8 
41.8 
37.5 
33.8 


21 
22 
23 
24 
25 


21.4 
19.5 
17.8 
16.4 
15.1 


22.6 
20.6 
18.9 
17.3 
16.0 


23.7 
21.6 
19.7 
18.1 
16.7 


24.8 
22.6 
20.6 
19.0 
17.5 


28.3 
25.8 
23.6 
21.7 
20.0 


29.5 
26.9 
24.6 
22.6 
20.8 


30.7 
28.0 
25.6 
23.5 
21.7 


26 
27 
28 
29 
30 


13.9 
12.9 
12.0 
11.2 
10.5 


14.8 
13.7 
12.7 
11.9 
11.1 


15.5 
14.3 
13.3 
12.4 
11.6 


16.2 
15.0 
13.9 
13.0 
12.1 


18.5 
17.1 
15.9 
14.8 
13.9 


19.2 
17.8 
16.6 
15.5 
14.5 


20.0 
18.6 
17.3 
16.1 
15.0 


31 
32 
33 
34 
35 


9.8 
9.2 
8.7 
8.2 
7.7 


10.4 
9.7 
9.2 
8.6 
8.1 


10.9 

10.2 

9.6 

9.0 

8.5 


11.4 

10.7 

10.0 

9.4 

8.9 


13.0 
12.2 
11.5 
10.8 
10.2 


13.5 
12.7 
11.9 
11.3 
10.6 


14.1 
13.2 
12.4 
11.7 
11.0 


36 


7.3 


7.7 


8.1 


8.4 


9.6 


10.0 


10.4 


Sps 
follows 


icings for o 


ther intensil 


.iesofloadi 


ngmay be ( 


obtained fro 


m those in 


tables as 


Requin 


td spacing = 


Intensity 
~ New ii 


of loading! 
itensity of 1 


rom table 
oading 


< Computed 


spacing frc 


m table. 



103 



CAMBRIA STEEL. 



SPACING- OP CAMBRIA I-BEAMS FOR UNI- 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 



Distance 

between 

supports 

in 

feet. 


SPJSCIJLI^ I-SE^^JVE. 


20 Inch Wo, B 121. 


80 
lbs. 


85 
lbs. 


90 
lbs. 


95 
lbs. 


100 
lbs. 


10 


156.4 


160.9 


166.1 


171.4 


176.6 


11 

12 
13 
14 
15 


129.3 

108.6 

92.5 

79.8 

69.5 


133.0 

111.7 

95.2 

82.1 

71.5 


137.3 

115.4 

98.3 

84.8 

73.8 


141.6 

119.0 

101.4 

87.4 

76.2 


145.9 

122.6 

104.5 

90.1 

78.5 


16 
17 
18 
19 
20 


61.1 
54.1 
48.3 
43.3 
39.1 


62.9 
55.7 
49.7 
44.6 
40.2 


64.9 
57.5 
51.3 
46.0 
41.5 


66.9 
59.3 
52.9 
47.5 
42.8 


69.0 
61.1 
54.5 
48.9 
44.1 


21 
22 
23 
24 
25 


35.5 
32,3 
29.6 
27.2 
25.0 


36.5 
33.2 
30.4 
27.9 
25.7 


37.7 
34.3 
31.4 
28.8 
26.6 


38.9 
35.4 
32.4 
29.8 
27.4 


40.0 
36.5 
33.4 
30.7 
28.3 


26 
27 
28 
29 
30 


23.1 
21.5 
19.9 
18.6 
17.4 


23.8 
22.1 
20.5 
19.1 
17.9 


24.6 
22.8 
21.2 
19.8 
18.5 


25.4 
23.5 
21.9 
20.4 
19.0 


26.1 
24.2 
22.5 
21.0 
19.6 


31 
32 
33 
34 
35 


16.3 
15.3 
14.4 
13.5 
12.8 


16.7 
15.7 
14.8 
13.9 
13.1 


17.3 
16.2 
15.3 
14.4 
13.6 


17.8 
16.7 
15.7 
14.8 
14.0 


18.4 
17.2 
16.2 
15.3 
14.4 


36 


12.1 


12.4 


12.8 


13.2 


13.6 


Spac 
follows : 


ings for other ir 


densities of loading may be obtained from thos 


e in tables as 


Requirec 


Int 
spacing = — =- 


ensity of loading from table, , ^ ^ , 

= ^ ; f-. — -J. X Computed spacir 

Jew intensity of loading '^ \ '^ 


ig from table. 



CAMBBIA STEEL. 



103 



SPACING- OF CAMBRIA I BEAMS FOR UNI« 

FORM LOAD OF 100 LBS. PER 

SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 



Distance 


STANDil.RD X-BEATH. 


between 
supports 


24 Inch No. B 89. 


in 
feet. 


80 
lbs. 


85 
lbs. 


90 
lbs. 


96 
lbs. 


100 
lbs. 


10 

11 


185.5 

153.3 

128.8 

109.8 

94.7 


192.7 
159.3 


__199._0_ 

164.4 
138.2 
117.7 
101.5 

88.4 

77.7 
68.8 
61.4 
55.1 
49.7 

45.1 
41.1 
37.6 
34.5 
31.8 

29.4 
27.3 
25.4 
23.7 
22.1 

20.7 
19.4 
18.3 
17.2 
16.2 

15.4 


205.2 

169.6 
142.5 
121,4 
104.7 

91.2 

80.2 
71.0 
63.3 
56.9 
51.3 

46.5 
42.4 
38.8 
35.6 
32.8 

30.4 
28,2 
26.2 
24.4 
22.8 

21.4 
20.0 
18.8 
17.8 
16.8 

15.8 


211.5 
174.8 


12 
13 
14 


133.8 

114.0 

98.3 

85.6 

75.3 
66.7 
59.5 
53.4 

48.2 

43.7 
39.8 
36.4 
33.5 
30.8 

28.5 
26.4 
24.6 
22.9 
21.4 

20.1 
18.8 
17.7 
16.7 
15.7 

14.9 


146.9 
125.2 
107.9 


15 

16 
17 
18 
19 
20 

21 

22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

36 


82.5 

72.5 
64.2 
57.3 
51.4 
46.4 

42.1 
38.3 
35.1 
32.2 

29.7 

27.4 
25.5 
23.7 
22.1 
20.6 

19.3 
18.1 
17.0 
16.0 
15.1 

14.3 


94.0 

82.6 
73.2 
65.3 
58.6 
52.9 

48.0 
43.7 
40.0 
36.7 
33.8 

31.3 
29.0 
27.0 
25.2 
23.5 

22.0 
20.7 
19.4 
18.3 
17.3 

16,3 



For spacings abov(; the dotted lines the safe loads for bending are greater than 
the safe loads for web crippling, as explained on pages 64 to 66 inclusive. 

Spacings for other intensities of loading may be obtained from those in tables as 
follows : 

T> ' J . Intensityof loading from table ,, ^ , . ^ 

Required spacmg = xt„... :_.,„_;... Jr i„„j; X Computed spacing from table. 



New intensity of loading 



104 



CAMBRIA STEEL. 



MAXIMUM BENDING MOMENTS IN FOOT 
POUNDS FOR CAMBRIA I-BEAMS. 



Section 

dum- 
ber. 



B 5 



Depth 

of 
Beam. 



Inches. 



u 

B 9 

a 
u 

B 13 

a 
a 

B 17 

u 



B 41 12 



B 21: 7 



" i " 



B 25 8 



B 29! 9 

(( 

u 

u 

I 

B 33 10 

a 



II 



il 


a . 


35 


(( 


li . 


40 


05 


12 


40 


(( 


« 


45 



per 
Foot. 



Pounds. 



5.5 
6.5 

7.5 

7.5 

8.5 

9.5 

10.5 

9.75 
12.25 
14.75 

12.25 
14.75 
17.25 

15 

17.5 

20 

18 

20.25 
22.75 
25.25 

21 
25 
30 
35 

25 
30 
35 
40 

31.5 



Maximum Bending 
Moments. 



Foot Pounds. 



Fibre 
Stress 

16 000 lbs. 

per Sq. In. 



2270 
2400 
2530 

4000 
4270 
4530 
4800 

6400 
7200 
8130 

9730 
10670 
11600 

13870 
14930 
16130 

18930 
20000 
21330 
22670 

25200 
27200 
30130 
33070 

32530 
35730 
39070 
42270 

48000 
50670 
54670 

59730 
63470 



Fibre 
Stress 

12500 lbs. 

per Sq. In. 

1770 
1880 
1980 

3130 
3330 
3540 
3750 

5000 
5630 
6350 

7600 
8330 
9060 

10830 
11670 
12600 

14790 
15630 
16670 
17710 

19690 
21260 
23540 
25830 

25420 
27920 
30520 
33020 

37500 
39580 
42710 

46670 
49580 



Section 


Depth 


Num- 


of 


ber. 


Beam. 




Inches. 
12 


B105 


(( 


a 


B 53 


15 


a 


a 


u 


a 


u 


a 


u 


il 


B109 


15 


u 


u 


u 


u 


(( 


a 


ii 


a 


B113 


15 ^ 


<' 


a ' 


a 


" 1 


a 


" 


a 


a j 



B 65^ 18 

a \ a 

a \ a 

a \ a 



B 73 20 

a i a 



B12i; 20 

*i I u 

(( i u 

U j u 

ii j (i 



B 89 



24 

a 
a 



per 
Foot. 



Pounds. 



50 
55 

42 
45 
50 
55 
60 

60 
65 
70 
75 
80 

80 
85 
90 
95 
100 

55 
60 
65 

70 

65 
70 

75 

80 
85 
90 
95 
100 

80 
85 
90 
95 
100 



Maximum Bending 
Moments. 



Foot Pounds. 



Fibre 

Stress 

16 000 lbs, 



per Sq. In. per Sq. In. 



Fibre 

Stress 

12 500 lbs. 



67470 
71330 

78530 
81070 
86000 
90800 
95730 

108270 
113070 
118000 
122930 
127730 

140270 
145070 
150000 
154800 
159730 124790 



117870 
124670 
130530 
136530 

156000 
162670 
169200 

195470 
201200 
207730 
214270 
220800 

231870 
240930 
248670 
256530 



52710 
55730 

61350 
63330 
67190 
70940 
74790 

84580 
88330 
92190 
96040 
99790 

109580 
113330 
117190 
120940 



92080 

97400 

101980 

106670 

121880 
127080 
132190 

152710 
157190 
162290 
167400 
172500 

181150 
188230 
194270 
200420 



2644001 206560 



CAMBRIA STEEL. 



105 



MAXIMUM BENDING MOMENTS IN FOOT 
POUNDS FOR CAMBRIA CHANNELS. 









Maximum 


Bending 






i 


Maximum Bending 


Section 


Depth 

.of 
Chan- 


Weight 
per 

Foot. 


Moments. 


Section 
Num- 
ber. 


Depth 
of 

Chan- 


Weight 
per 
Foot. 


Moments. 


Num- 


Foot Pounds. 


Foot Pounds. 


ber 


Fibre 


Fibre 


Fibre 


Fibre 




nel. 




Stress 


Stress 




nel. 




Stress 


Stress 




Inches. 




16 000 lbs. 
per Sq. In. 


12 500 lbs. 
per Sq. In. 


025 






16000 lbs. 
per Sq. In. 


12500 lbs. 




Pounds. 


Inches. 

8 


Poands. 


per Sq. In. 


05 


3 


4 


1470 


1150 


18.75 


14670 


11460 


u 


(( 


5 


1600 


1250 


(( 


(( 


21.25 


15870 


12400 


u 


U 


6 


1870 


1460 






















029 


9 


13.25 


14000 


10940 


9 


4 


5.25 


2530 


1980 


u 


u 


15 


15070 


11770 


a 


a 


6.25 


2800 


2190 


u 


li 


20 


18000 


14060 


<( 


a 


7.25 


3070 


2400 


u 


il 


25 


20930 


16350 


013 


5 


6.5 


4000 


3130 


033 


10 


15 


17870 


13960 


u 


u 


9 


4670 


3650 


u 


u 


20 


20930 


16350 


u 


u 


11.5 


5600 


4380 


u 


u 


25 


24270 


18960 












il 


n 


30 


27470 


21460 


017 


6 


8 


5730 


4480 


u 


li 


35 


30800 


24060 


u 


U 


10.5 


6670 


5210 












u 


U 


13 


7730 


6040 


041 


12 


20.5 


28530 


22290 


u 


u 


15.5 


8670 


6770 


u 

il 


a 


25 
30 


32000 
35870 


25000 
28020 


021 


7 


9.75 


8000 


6250 


a 


a 


35 


39870 


31150 


u 


U 


12.25 


9200 


7190 


(( 


u 


40 


43730 


34170 


(( 


u 


14.75 


10400 


8130 












l( 


u 


17.25 


11470 


8960 


C53 


15 


33 


55600 


43440 


u 


u 


19.75 


12670 


9900 


U 


il 


35 


56930 


44480 












U 


a 


40 


61730 


48230 


025 


8 


11.25 


10800 


8440 


a 


a 


45 


66670 


52080 


u 


a 


13.75 


12000 


9380 


il 


a 


50 


71600 


55940 


u 


n 


16.25 


13330 


10420 


u 


a 


55 


76530 


59790 



106 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are fig-ured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 



^ 





1 


Section No. A 11. 




Distaiic.6 between 


li'' X H'/ 


supports in 


i'' 


tV^ 


' i" 1 tV' 


3// 
8 


tV'' 


feet. 


1.3 lbs. 
per ft. 


1.8 lbs. 
per ft. 


2.4 lbs. 
per ft. 


2.9 lbs. 
per ft. 


3.4 lbs. 
per ft. 


3.9 lbs. 
per ft. 


2 
3 


390 
260 
190 


560 
370 

280 


720 

480 
360 


860 
580 
430 


1010 
670 


1140 
760 


4 


500 
400 

340 
290 
250 
220 


570 


5 

6 

7 
8 
9 


150 

130 

110 

100 
90 


220 

190 
160 
140 
120 


290 

240 
200 
180 
160 


350 

290 
250 
220 
190 


460 

380 
330 

290 
250 







Section No. A 13. 




Distance between 


If' X 1|'/ 


supports in 


tV^ 


1// 

4 


tV'' i ¥' 


tV' 


¥' 


feet. 


2.2 lbs. 
per ft. 


2.8 lbs. 
per ft. 


3.4 lbs. i 4.0 lbs. 
per ft. 1 per ft. 


4.6 lbs. 
per ft. 


6.1 lbs. 
per ft. 


2 
3 
4 
5 


770 
510 
380 
310 


990 
660 
500 
400 


1200 
800 
600 
480 


1400 
940 

700 
560 


1600 

1060 

800 

640 


1780 
1190 

890 
710 


6 

I 

9 

10 


260 
220 
190 
170 
150 


330 

280 
250 
220 
200 


400 
340 
300 
270 
240 


470 
400 
350 
310 
280 


530 
460 
400 
350 
320 


590 
510 
450 
400 
360 







Section No. A 15. 




Distance between 


2^' X 2'^ 


supports in 


tV' ! i" 


tV 


3// 


1 tV 


¥' 


feet. 


2.5 lbs. 
per ft. 


3.2 lbs. 
per ft. 


4.0 lbs. 
per ft. 


4.7 lbs. 
per ft. 


5.3 lbs. 
per ft. 


6.0 lbs. 

per ft. 


2 
3 

t 


1020 
680 
510 
410 


1320 
880 
660 
530 


1600 

1070 

800 

640 


1870 

1250 

940 

750 


2130 

1420 

1070 

850 


2380 

1590 

1190 

950 


6 
7 
8 
9 
10 


340 
290 
250 
230 
200 


440 
380 
330 
290 
260 


530 
460 
400 
360 
320 


620 
540 
470 
420 
370 


710 
610 
530 
470 
430 


790 
680 
600 
530 
480 



For safe loads below heavy lines the deflections wil 
limit for plastered ceilings = ^^ span. 



be greater than the allowable 



CAMBRIA STEEL. 



107 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO EITHER LEQ. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 





Section Ho. A 41. 


Distance between 

supports in 

feet. 


2i'f X gi// 


tV' 


i^' 


tV 


r' 


tV 


2.8 lbs. 
per ft. 


3.7 lbs. 
per ft. 


4.5 lbs. 
per ft. 


5.3 lbs. 
per ft. 


6.1 lbs. 
per ft. 


2 
3 
4 
6 


1300 

870 
650 
520 


1690 

1120 

840 

670 


2060 

1370 

1030 

820 


2410 

1610 

1210 

960 


2750 
1830 
1380 
1100 


6 


430 


560 


690 


800 


920 


7 

8 

9 

10 


370 
320 
290 
260 


480 
420 
380 
340 


590 
510 
460 
410 


690 
600 
540 
480 


790 
690 
610 
550 


11 
12 


240 
220 


310 

280 


370 
340 


440 

400 


500 

460 



Distance 


Section No. A 17. 


between 






H^' 


X ^'f 








supports 


tV' 


¥' 


t\" 


¥' 


t\" 


¥' 


tV 


in feet. 


3.1 lbs. 
per ft. 


4.1 lbs. 
per ft. 


5.0 lbs. 
per ft. 


5.9 lbs. 
per ft. 


6.8 lbs. 
per ft. 


7.7 lbs. 
per ft. 


8.5 lbs. 
per ft. 


2 
3 

4 
5 

6 

7 


1610 

1080 
810 
650 

540 
460 


2100 

1400 

1050 

840 

700 
600 


2570 
1710 
1290 
1030 

860 
730 


3020 
2010 
1510 
1210 

1010 
860 


3450 
2300 
1720 
1380 

1150 
990 


3860 
2580 
1930 
1550 

1290 
1100 


4260 
2840 
2130 
1710 

1420 

1220 


8 

9 

10 

11 
12 


400 
360 
320 

290 
270 


530 
470 
420 

380 
350 


640 
570 
510 

470 
430 


760 
670 
600 

550 
500 


860 
770 
690 

630 

580 


970 
860 
770 

700 
640 


1070 
950 
850 

780 
710 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 



108 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 



NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 





Section No. A 43. 


Distance between 
supports in 
feet. . 


2|// X 2J'' 


tV' 1 i" 


A'' 


i" 


7 // 
T6 


V' 


3.4 lbs. 
per ft. 


4.5 lbs. 
per ft. 


5.6 lbs. 
per ft. 


6.6 lbs. 
per ft. 


7.6 lbs. 
per ft. 


8.5 lbs. 
per ft. 


2 
3 
4 
5 

6 

7 


1970 
1310 

980 
790 

660 
560 
490 


2570 
1710 
1280 
1030 

860 
730 
640 


3140 
2090 
1570 
1260 

1050 
900 


3700 
2460 
1850 
1480 

1230 
1060 


4230 
2820 
2110 
1690 

1410 
1210 


4740 
3160 
2370 
1900 

1580 
1360 


8 


790 
700 
630 

570 
520 


920 
820 

740 

670 
620 


1060 
940 
850 

770 
710 


1190 


9 
10 

11 
12 


440 
390 

360 
330 


570 
510 

470 
430 


1050 
950 

860 
790 



Distance 


Section No. A 19. 


between 


3'/ X 3^' 


supports 


\" 


t\" 


3// 


t\" 


v 


tV' 


i" 


w 


in feet. 


4.9 

lbs. 
per ft. 


6.1 

lbs. 
per ft. 


7.2 

lbs. 
per ft. 


8.3 

lbs. 
per ft. 


9.4 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


11.5 

lbs. 
per ft. 


12.5 

lbs, 
per ft. 


2 
3 

1 

6 

7 
8 


3080 
20-30 
1540 
1230 

1030 
880 
770 


3770 
2.510 

1890 
1510 

1260 

1080 

940 


4440 
2960 
2220 
1780 

1480 
1270 
1110 


5090 
3390 
2540 
2040 

1700 
1450 
1270 


5720 
3810 
2860 
2290 

1910 
1630 
1430 


6320 
4210 
3160 
2530 

2110 
1810 
1580 


6910 
4610 
3450 
2760 

2300 
1970 
1730 


7480 
4990 
3740 
2990 

2490 
2140 
1870 


9 
10 

11 
12 


680 
620 

560 
510 


840 
750 

690 
630 


990 
890 

810 
740 


1130 
1020 

930 

850 


1270 
1140 

1040 
950 


1410 
1260 

1150 
1050 


1540 
1380 

1260 
1150 


1660 
1500 

1360 
1250 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 



CAMBRIA STEEL. 



109 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANG-LES. 



NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 



f^ 





Section No. A 21. 


Distance 


3J'^ X 3i^' 


between 
supports 
in feet. 


tV 


¥' 


tV' 


¥' 


tV' 


r^ 


W 


r' 


W 


i" 


7.2 

lbs. 
per ft. 


8.5 

lbs. 
per ft. 


9.8 

lbs. 
per ft. 


11.1 

lbs. 
per ft. 


12.4 

lbs. 
per ft. 


13.6 

lbs. 
per ft. 


14.8 

lbs. 
per ft. 


16.0 

lbs. 
per ft. 


17.1 

lbs. 
per ft. 


18.3 

lbs. 
per ft. 


2 
8 

4 
5 

6 
7 
8 
9 


5200 
3470 
2600 
2080 

1730 
1490 
1300 
1160 
1040 


6140 
4100 
3070 
2460 

2050 
1760 
1540 
1370 

1230 


7050 
4700 
3530 

2820 

2350 
2020 
1760 
1570 


7940 
5290 
3970 
3180 

2650 
2270 
1980 
1760 


8800 
5860 
4400 
3520 

2930 
2510 
2200 
1950 


9630 
6420 
4810 
3850 

3210 
2750 
2410 
2140 


10440 
6960 
5220 
4180 

3480 

2980 
2610 
2320 


11230 

7490 
5620 
4490 

3740 
3210 
2810 
2500 


12010 
8000 
6000 
4800 

4000 
3430 
3000 
2670 


12760 
8510 
6380 
5110 

4250 
3650 
3190 

2840 


10 


1410 

1280 
1180 
1090 
1010 
940 

880 


1590 

1440 
1320 
1220 
1130 
1060 

990 


1760 

1600 
1470 
1350 
1260 
1170 

1100 


1930 

1750 
1600 
1480 
1380 
1280 

1200 


2090 

1900 
1740 
1610 
1490 
1390 

1310 


2250 

2040 
1870 
1730 
1610 
1500 

1400 


2400 

2180 
2000 
1850 
1720 
1600 

1500 


2550 


11 
12 
13 
14 
15 

16 


950 
870 
800 
740 
690 

650 


1120 

1020 

950 

880 
820 

770 


2320 
2130 
1960 
1820 
1700 

1600 





Section No. A 23. 


Distance 


4// X 4'' 


between 
supports 
in feet. 


8.2 

lbs. 
per ft. 


9.8 

lbs. 
per ft. 


tV 


¥' 


_9_// 
16 


15.7 

lbs. 
per ft. 


W 


3// 

4 


13// 
16 


i^' 


11.3 

lbs. 
per ft. 


12.8 

lbs. 
per ft. 


14.3 

lbs. 
per ft. 


17.1 

lbs. 
per ft. 


18.5 

lbs. 
per ft. 


19.9 

lbs. 
per ft. 


21.2 

lbs. 
per ft. 


2 
3 
4 
5 

6 
7 
8 
9 
10 


6870 
4580 
3430 
2750 

2290 
1960 
1720 
1530 
1370 

1250 


8120 
5420 
4060 
3250 

2710 
2320 
2030 
1810 
1620 

1480 


9340 
6230 
4670 
3740 

3120 
2670 
2340 

2080 
1870 

1700 


10530 
7020 
5270 
4210 

3510 
3010 
2630 
2340 
2110 

1910 


11690 
7790 
5840 
4670 

3900 
3340 
2920 
2600 
2340 

2130 


12810 
8540 
6410 
5130 

4270 
3660 
3200 
2850 
2560 

2330 


13910 
9270 
6960 
5560 

4640 
3970 
3480 
3090 

2780 

2530 


14980 
9990 
7490 
5990 

4990 
4280 
3740 
3330 
3000 


16030 

10690 

8020 

6410 

5340 
4580 
4010 
3560 
3210 


17060 
11370 

8530 
6820 

5690 

4870 
4260 
3790 
3410 


11 


2720 
2500 
2300 
2140 
2000 

1870 


2910 
2670 
2470 
2290 
2140 

2000 


3100 


12 
13 
14 
15 

16 


1140 

1060 

980 

920 

860 


1350 
1250 
1160 
1080 

1020 


1560 
1440 
1340 
1250 

1170 


1760 
1620 
1500 
1400 

1320 


1950 
1800 
1670 
1560 

1460 


2140 
1970 
1830 
1710 

1600 


2320 
2140 
1990 
1860 

1740 


2840 
2620 
2440 
2270 

2130 



For safe loads below heavy lines the deflections will be greater than the allowable 



limit for plastered ceilings = -^^^ span 



J 



110 



CAMBKIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. __ 

Safe loads below are figured for fibre stress of 16 000 pounds per . — 
square inch and include weight of angle. ^^ 



Distance 
between 






Section No. 


A 45. 






^" X i^" 


supports 


t\" 


3.// 


tV' 


^" 


tV 


i" 


W 


in feet. 


9.3 lbs. 
per ft. 


11.0 lbs. 

per ft. 


12.8 lbs. 
per ft. 


14.5 lbs. 
per ft. 


16.2 lbs. 
per ft. 


17.8 lbs. 
per ft. 


19.5 lbs. 
per ft. 


2 
3 

4 
5 


8760 
5840 
4380 
3510 


10380 
6920 
5190 
4150 


11960 
7970 
5980 
4780 


13490 
9000 
6750 
5400 


14990 

10000 

7500 

6000 


16460 

10970 

8230 

6580 


17890 

11930 

8950 

7160 


6 
7 
8 
9 
10 


2920 
2500 
2190 
1950 
1750 


3460 
2970 
2600 
2310 
2080 


3990 
3420 
2990 
2660 
2390 


4500 
3860 
3370 
3000 
2700 


5000 
4280 
8750 
3330 
3000 


5490 
4700 
4120 
3660 
3290 


5960 
5110 
4470 
3980 
3580 


11 
12 


1590 
1460 
1350 


1890 
1730 
1600 


2170 
1990 


2450 
2250 


2730 

2500 


2990 
2740 


3250 

2980 


13 


1840 
1710 
1590 


2080 
1930 
1800 


2310 
2140 
2000 


2530 
2350 
2190 


2750 


14 
15 


1250 
1170 


1480 
1380 


2560 
2390 


16 


1100 

1030 

970 


1300 
1220 
1150 


1490 
1410 
1330 


1690 
1590 
1500 


1870 
1760 
1670 


2060 
1940 
1830 


2240 
2110 
1990 







Section No. A 47. 




Distance between 


h" X 5'' 


supports in 
feet. 


3// 


t\" i ¥' 


tV' 


i" 1 W 


12.3 lbs. 
per ft. 


14.3 lbs. 1 16.2 lbs. 
per ft. ' per ft. 


18.1 lbs. 
per ft. 


20.0 lbs. 

per ft. 


21.8 lbs. 
per ft. 


2 
3 

4 
5 

6 

I 
i8 

11 
12 
13 


12910 
8610 
6460 
5170 

4310 
3690 
3230 
2870 
2580 

2350 

2150 
1990 


14900 
9930 
7450 
5960 

4960 
4260 
3720 
3310 
2980 

2710 

2480 
2290 


16830 

11220 

8410 

6730 

5610 
4810 
4210 
3740 
3370 

3060 
2800 
2590 


18720 

12480 

9360 

7490 

6240 
5350 
4680 
4160 
3740 

3400 
3120 

2880 


20570 

13710 

10280 

8230 

6860 
5880 
5140 
4570 
4110 

3740 
3430 
3160 


22380 

14920 

11190 

8950 

7460 
6390 
5600 
4970 
4480 

4070 
3730 
3440 


14 
16 

16 
17 

18 


1850 
1720 

1610 
1520 
1440 


2130 
1990 

1860 
1750 
1660 


2400 
2240 

2100 
1980 
1870 


2670 
2500 

2340 
2200 
2080 


2940 
2740 

2570 
2420 
2290 


3200 
2980 

2800 
2630 
2490 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings == ^^^ span. 









CAMBKIA STEEL. 




111 


SAFE LOADS IN POUNDS UNIFORMLY DIS- 




TRIBUTED FOR CAMBRIA ANGLES. 










£:qua.x< TmEG&. 










NEUTRAL AXIS PARALLEL TO EITHER LEG. 




—^ 


Safe 


loads 


3g1oW 


are figured for fibre stress of 16 000 pounds per 
de weight of angle. 




J 




square 


inch ar 


d inclu 


^ — 












Distance 


Section No. A 27. 


















6^' X 6'^ 






between 
sup- 












3// 


7 // 


Iff 


9 // 


hit 


11// 


3// 


13// 


7// 


15// 


1// 




8 


16 


2 


16 


^ 


16 


4 


16 


8 


16 


ports 
























in feet. 


14.9 


17.2 


19.6 


21.9 


24:.2 


26.5 


28.7 


31.0 


33.1 


36.3 


37.4 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


2 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


18820 


21720 


24610 


27420 


30170 


32880 


35540 


38150 


40T20 


43240 


45720 


3 


12550 


14480 


16400 


18280 


20120 


21920 


23690 


25430 


27150 


28830 


30480 


4 


9410 


10860 


12300 


13710 


15090 


16440 


17770 


19080 


20360 


21620 


22860 


5 


7530 


8690 


9840 


10970 


12070 


13150 


14220 


15260 


16290 


17300 


18290 


6 


6270 


7240 


8200 


9140 


10060 


10960 


11850 


12720 


13570 


14410 


15240 


7 


5380 


6210 


7030 


7830 


8620 


9390 


10150 


10900 


11630 


12360 


13060 


8 


4700 


5430 


6150 


6850 


7540 


8220 


8890 


9540 


10180 


10810 


11430 


9 


4180 


4830 


5470 


6090 


6710 


7310 


7900 


8480 


9050 


9610 


10160 


10 


3760 


4340 


4920 


5480 


6030 


6580 


7110 


7630 


8140 


8650 


9140 


11 


3420 


3950 


4470 


4990 


5490 


5980 


6460 


6940 


7400 


7860 


8310 


12 


3140 


3620 


4100 


4570 


5030 


5480 


5920 


6360 


6790 


7210 


7620 


13 


2900 


3340 


3790 


4220 


4640 


5060 


5470 


5870 


6260 


6650 


7030 


14 


2690 


3100 


3520 


3920 


4310 


4700 


5080 


5450 


5820 


6180 


6530 


15 


2510 


2900 


3280 


3660 


4020 


4380 


4740 


5090 


5430 


5770 


6100 


16 
17 
18 


2350 
2210 


2720 
2560 


3080 
2900 


3430 
3230 


3770 
3550 


4110 

3870 


4440 
4180 


4770 


5090 


5410 


5720 


4490 
4240 


4790 
4520 


5090 
4810 


5380 
5080 


2090 


2410 


2730 


3050 


3350 


3650 


3950 


19 


1980 


2290 


2590 


2890 


3180 


3460 


3740 


4020 


4290 


4550 


4810 


20 


1880 


2170 


2460 


2740 


3020 


3290 


3550 


3820 


4070 


4320 


4570 


21 


1790 


2070 


2340 


2610 


2870 


3130 


3390 


3630 


3880 


4120 


4350 


22 


1710 


1970 


2240 


2490 


2740 


2990 


3230 


3470 


8700 


3930 


4160 


For J 


>afe loa 


ds belo 


w heavy lines the deflections will be greater than 


the all 


owable 


limit fo 


r plastt 


?red ce 


Hngs = sl^ span. 







112 



CAMBBIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS 
TRIBUTED FOR CAMBRIA ANQLES. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per ~^ 



square inch and include weight of angle. 











Section No 


. A 35. 








Distance 










8 


'/ X 8 


// 










between 
























sup- 


¥' 


1 


r' 


1 


3// 
4 


i¥' 


1 


i¥' 


r' 


.A" 


H'^ 


ports 
in feet. 




1 




















26.4 


29.6 


32.7 


35.8 


38.9 


42.0 


45.0 


48.1 


51.0 


54.0 


56.9 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 




per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


4 


22310 


24910 


27470 


30000 


32490 


34950 


37370 


39760 


42120 


44450 


46750 


5 


17850 


19920 


21980 


24000 


25990 


27960 


29900 


31810 


33700 


35560 


37400 


6 


14880 


16600 


18310 


20000 


21660 


23300 


24920 


26510 


28080 


29630 


31160 


7 


12750 


14230 


15700 


17140 


]8570 


19970 


21360 


22720 


24070 


25400 


26710 


8 


11160 


12450 


13740 


15000 


16250 


17480 


18690 


19880 


21060 


22220 


23370 


9 


9920 


11070 


12210 


13330 


14440 


15530 


16610 


17670 


18720 


19760 


20780 


10 


8930 


9960 


10990 


12000 


13000 


13980 


14950 


15910 


16850 


17780 


18700 


11 


8110 


9060 


9990 


10910 


11820 


12710 


13590 


14460 


15320 


16160 


17000 


12 


7440 


8300 


9160 


10000 


10830 


11650 


12460 


13250 


14040 


14820 


15580 


3 3 


6870 


7660 


8450 


9230 


10000 


10750 


11500 


12240 


12960 


13680 


14380 


14 


6380 


7120 


7850 


8570 


9280 


9990 


106801 


11360 


12030 


12700 


13360 


15 


5950 


6640 


7330 


8000 


8660 


9320 


9970 


10600 


11230 


11850 


12470 


16 


5580 


6230 


6870 


7500 


8120 


8740 


9340 1 


9940 


10530 


11110 


11690 


17 


5250 


5860 


6460 


7060 


7650 


8220 


8790: 


9360 


9910 


10460 


11000 


18 


4960 


5530 


6100 


6670 


7220 


7770 


8310 


8840 


9360 


9880 


10390 


19 


4700 


5240 


5780 


6320 


6840 


7360 


7870 


8370 


8870 


93601 


9840 


20 


4460 


4980 


5490 


6000 


6500 


6990 


7470 


7950 


8420 


8890 


9350 


21 


42.50 


4740 


5230 


5710 


6190 


6660 


7120 


7570 


8020 


8470 


8900 


22 


4060 
3880 


4530 
4330 


4990 

4780 


5450 
5220 


5910 
5650 


6350 


6800' 


7230 


7660 


8080' 


8500 


23 


6080 
5830 


6500, 
6230' 


6920 
6630 


7330 
7020 


77301 
7410 


8130 


24 


3720 


41501 


4580 


5000 { 


5420 


7790 


25 


3570 


3980 


4400 


4800 


5200 


5590 


5980 


6360 i 


6740 


7110 


7480 


26 


3430 


3830 


4230 


4620 


5000 


5380 


5750 


6120 


6480 


6840 


7190 


27 


3310 


3690 i 


4070 


4440 


4810 


51801 


5540' 


5890 


6240 


6590 


6930 


28 


3190 ; 


3560 ! 


3920 


4290 


4640 


4990 


5340' 


5680 


6020 


6350 


6680 


29 


3080 


34401 


37901 


4140 


4480 


4820 


5160 


5480 


5810 


6130 


6450 


30 


2980 


3320j 


3660 


4000 


4330 


4660 


4980 

1 


5300 


5620 


5930 • 


6230 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 



CAMBillA STEEL. 



113 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 



Distance 
between 


Section No. A 121. 


Section So. A 123. 


2^' X If'^ 






2'f X 


w^ 




sup- 


tV' 


Iff 

4 


iV' 


r' 


tV' 


¥' 


tV 


i^' 


3.4 

lbs. 
per ft. 


3// 


tV 


ports 
in feet. 


2.1 

lbs. 
per ft. 


2.7 

lbs. 
per ft. 


3.3 

lbs. 
per ft. 


3.9 

lbs. 
per ft. 


4.4 

lbs. 
per ft. 


1.5 

lbs. 
per ft. 


2.2 

lbs. 
per ft. 


2.8 

lbs. 
per ft. 


4.0 

lbs. 
per ft. 


4.6 

lbs. 
per ft. 


2 
3 


510 
340 

260 


620 
420 
310 


760 
500 


880 
590 


1000 
670 


400 
270 

200 


580 
380 
290 


740 
500 
370 


900 
600 
450 


1050 
700 
520 


1190 
800 


4 


380 
300 

250 
220 
190 


440 
350 

290 
250 
220 


500 
400 

330 
290 
250 


600 


5 

6 

7 
8 


200 

170 
150 
130 


250 

210 
180 
160 


160 

130 
110 
100 


230 

190 
160 
140 


300 

250 
210 
190 


360 

300 
260 
230 


420 

850 
300 
260 


480 

400 
340 
300 





Section Wo. 


A 125. 


Section No. A 127. 


Distance 


2J'^ X li^f 


gj// X IJ// 


between 
supports 
in feet. 


2.3 

ibs. 
per ft. 

440 

290 


1// 

4 


3.7 

lbs. 
per ft. 


i'^ 


5.0 

lbs. 
per ft. 


t\" 


J-// 

4 


t\" 


i" 


tV 


3.0 

lbs. 
per ft. 


4.4 

lbs. 
per ft. 


2.5 

lbs. 
per ft. 


3.2 

lbs. 
per ft. 


4.0 

lbs. 
per ft. 


4.7 

lbs. 
per ft. 


5.3 

lbs. 
per ft. 


2 
3 


530 
850 


640 
430 


750 
500 


860 
570 


590 
390 
300 


760 
510 
380 


930 
620 
460 


1080 
720 
540 


1230 
820 


4 


220 
170 

150 
120 
110 


260 
210 

180 
150 
130 


320 
260 

210 
180 
160 


380 
300 

250 
210 
190 


430 
340 

290 
250 
210 


620 


5 
6 


240 

200 
170 
150 


300 

250 
220 
190 


370 

810 
260 
230 


430 

360 
310 
270 


490 

410 
350 
310 





No. A 161. 


Section No. A 91. 


Distance 






2i'^ X 2'f 


between 
supports 
in feet. 


tV^ 


Iff 

4 


tV' 


3// 

8 


tV' 


¥' 


A'' 


2.6 

lbs. 
per ft. 


3.4 

lbs. 
per ft. 


2.8 

lbs. 
per ft. 


3.7 

lbs. 
per ft. 


4.5 

lbs. 
per ft. 


5.3 

lbs. 
per ft. 


6.1 

lbs. 
per ft. 


6.8 

lbs. 
per ft. 


7.6 

lbs. 
per ft. 


2 
3 

4 
5 


800 
540 
400 
320 


1040 
690 
520 
420 


1050 
700 
520 
420 

350 


1360 
900 
680 
540 


1650 

1100 

830 

660 


1930 

1290 

970 

770 


2200 
1470 
1100 

880 


2460 

1640 

1230 

990 


2720 
1810 
1360 
1090 


6 


270 
230 
200 


350 
300 
260 


450 
390 
340 


550 
470 
410 


640 
550 
480 


730 
630 
550 


820 

700 
620 


910 


7 
8 


300 
260 


780 
680 



For safe loads below heavy lines the deflections wil 
limit for plastered ceilings = 3^^ span. 



be greater than the allowable 



114 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 



NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 



II 





Section No. 


A 128. 


Section No. A 129. 


Distance 
bstveen 




21" X 1 


¥^ 








3'/ : 


s 2'' 






sup- 


tV 


i'^ 


tV' 


¥^ 


JL// 

16 


tV 


r^ 


tV 


3// 


tV 


¥^ 


ports 
in feet. 


2.6 

lbs. 
per ft. 


3.4 

lbs. 
per ft. 


4.2 

lbs. 
per ft. 


5.0 

lbs. 
per ft. 


5.7 

lbs. 
per ft. 


3.1 

lbs. 
per ft. 


4.1 

lbs. 
per ft. 


5.0 

lbs. 
per ft. 


5.9 

lbs. 
per ft. 


6.8 

lbs. 
per ft. 


7.7 

lbs. 
per ft. 


2 
3 

4 


600 
400 
300 


770 
520 
390 


940 
620 
470 


1100 
730 

550 


1250 
830 
630 


1070 
710 
530 
430 

360 


1390 
920 
690 

550 
460 


1690 

1120 

840 

670 

560 


1980 

1320 

990 

790 


2260 

1510 

1130 

900 


2530 
1690 
1260 


5 


240 

200 

170 
150 
130 
120 

110 
100 


310 

260 
220 
190 
170 
150 

140 
130 


370 

310 

270 
230 
210 
190 

170 
160 


440 

370 
310 
270 
240 
220 

200 
180 


500 

420 
360 
310 
280 
250 

230 
210 


1010 


6 


660 

570 
500 
440 
400 

360 
330 


750 
650 
560 
500 
450 

410 
380 


840 


9 
10 

11 
12 


310 
270 
240 
210 

190 

d80 


400 
350 
310 
280 

250 
230 


480 
420 
370 
340 

310 
280 


720 
630 
560 
510 

460 
420 



Distance 
between 



Section No. A 93. 



3^^ X 2i' 



supports 
in feet 


r^ 


tV 


¥^ 


tV 


i" 


tV 


r 




4.5 lbs. 
per ft. 


5.6 lbs. 
per ft. 


6.6 lbs. 
per ft. 


7.6 lbs. 
per ft. 


8.5 lbs. 
per ft. 


9.5 lbs. 
per ft. 


10.4 lbs. 

per ft. 


2 
3 
4 
5 

6 


2160 

1440 

1080 

860 

720 
620 


2640 
1760 
1320 
1050 

880 
750 


3100 
2060 
1550 
1240 

1030 

880 


3540 
2360 
1770 
1420 

1180 
1010 


3970 
2650 
1980 
1590 

1320 
1130 


4380 
2920 
2190 
1750 

1460 


4780 
3190 
2390 
1910 

1590 


7 


1250 

1100 

970 

880 

800 
730 


1370 


8 

9 

10 

11 
12 


540 
480 
430 

390 
360 


660 
590 
530 

480 
440 


770 
690 
620 

560 
520 


890 
790 
710 

640 

590 


990 
880 
790 

720 
660 


1200 

1060 

960 

870 
800 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = 3^^ span. 



CAMBKIA STEEL. 



115 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 





Section Ifo. A 151. 


Distance 
between 


^'f X 2'/ 


supports 


r^ 


tV' 


3.// 


tV' 


¥^ 


tV^ 


r^ 


in feet. 


4.6 lbs. 
per ft. 

1410 
940 
710 
560 

470 


5.6 lbs. 
per ft. 


6.6 lbs. 
per ft. 


7.6 lbs. 
per ft. 


8.5 lbs. 
per ft. 


9.5 lbs. 
per ft. 


10.4 lbs. 

per ft. 


2 
3 
4 
5 


1720 

1150 

860 

690 

570 


2020 

1340 

1010 

810 

670 


2300 

1540 

1150 

920 


2580 
1720 
1290 
1030 


2860 
1900 
1430 
1140 


3130 

2080 
1560 
1250 


6 


770 
660 
580 
510 
460 

420 
380 


860 
740 
650 
570 
520 

470 
430 


950 
820 
710 
630 
570 

520 

480 


1040 


7 

8 

9 

10 

11 
12 


400 
350 
310 

280 

260 
240 


490 
430 
380 
340 

310 
290 


580 
500 
450 
400 

370 
340 


890 
780 
690 
630 

570 
620 



Distance 

between 

sup- 








Section No. A 96. 






3i^' X 2J'' 


ports 


r^ 


tV^ 


r' 


7 // 
T6 


¥' 


tV^ 


r' 


W 


r' 


in feet. 


4.9 

lbs. 
per ft. 


6.1 

lbs. 
per ft. 


7.2 

lbs. 
per ft. 


8.3 

lbs. 
per ft. 


9.4 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


11.5 

lbs. 
per ft. 

4890 
3260 
2450 
1960 


12.5 

lbs. 
per ft. 

5300 
3530 
2650 
2120 


13.4 

lbs. 
per ft. 


2 
3 

4 
5 


2200 
1460 
1100 

880 


2690 
1790 
1340 
1080 


3160 
2110 
1580 
1260 


3610 
2410 
1810 
1450 


4050 
2700 
2030 
1620 


4480 
2990 
2240 
1790 


5700 
3800 
2850 

2280 


6 


730 
630 


900 
770 


1050 
900 


1200 
1030 


1350 
1160 


1490 

1280 


1630 
1400 


1770 


1900 


7 


1510 
1320 
1180 
1060 


1630 


8 

9 

10 


550 
490 
440 


670 

600 
540 


790 
700 
630 


900 
800 
720 


1010 
900 
810 


1120 

1000 

900 


1220 

1090 

980 


1420 
1270 
1140 


11 
12 


400 
370 


490 
450 


570 
530 


660 
600 


740 

680 


810 
750 


890 
820 


960 

880 


1040 
950 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = 5^^ span. 



116 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are fig^ured for fibre stress of 16 000 pounds per "~~ 
square inch and include weight of angle. ' 



J 











Section No. 


A 97. 






Bistance 
between 
supports 
in feet. 


3J// X 3'/ 


tV^ 


¥' 


tV^ 


¥' 


tV 


3// 


W^ 


r' 


15.8 

lbs. 
per ft. 

8790 
5860 
4400 
3520 


¥' 


6.6 

lbs. 
per ft. 


7.9 

lbs. 
per ft. 


9.1 

lbs. 
per ft. 


10.2 

lbs. 
per ft. 


11.4 

lbs. 
per ft. 


12.5 

lbs. 
per ft. 


13.6 

lbs. 
per ft. 


14.7 

lbs. 
per ft 


16.8 

lbs. 
per ft. 


2 
3 

4 
5 


3850 
2570 
1930 
1^10 


4540 

3030 
2270 
1820 


5200 
3470 

2600 
2080 


5840 

3900 
2920 
2340 


6460 

4310 
3230 
2590 


7070 
4710 
3530 
2830 


7660 

5110 
3830 
3060 


8230 
5490 
4120 
3290 


93.50 
6230 
4670 
3740 


6 

7 
8 


1280 

1100 

9G0 


1510 
1300 
1130 


1730 
1490 
1300 


1950 
1670 
1460 


2150 
1850 
1620 


2360 
2020 
1770 


2550 

2190 
1910 


2740 
2350 
2060 


2930 
2510 
2200 


3120 

2670 
2340 


9 
10 


^60 
770 


1010 
910 


1160 
1040 


1300 
1170 


1440 
1290 


1570 
1410 


1700 
1530 


1830 
1650 


1950 
1760 


2080 
1870 


11 
12 
13 
14 


700 
640 
590 
550 


830 
760 
700 
650 


950 
870 
800 
740 


1060 
970 
900 
830 


1180 

1080 

990 

920 


1290 

1180 
1090 
1010 


1390 

1280 
1180 
1090 


1500 
1370 
1270 
1180 


1600 
1470 
1350 
1260 


1700 
1560 
1440 
1340 











Section No. 


A 99. 






Distance 
between 
supports 
in feet. 


4^' X 3'' 


tV^ 


r' 


tV' 


¥'' 


tV 


i" 


W^ 


16.0 

lbs. 
per ft. 


17.1 

lbs. 
per ft. 

8980 
5980 
4490 
3590 

2990 
2560 
2-240 


i'^ 


7.2 

lbs. 
per ft. 


8.5 

lbs. 
per ft. 


9.8 

lbs. 
per ft. 


11.1 

lbs. 
per ft. 


12.4 

lbs. 
per ft. 


13.6 

lbs. 
per ft. 


14.8 

lbs. 
per ft. 


18.3 

lbs. 
per ft. 


2 
3 
4 
5 

6 

7 
8 


3920 
2610 
1960 
1570 

1310 
1120 

980 
870 


4620 
30.80 
2310 
1850 

1540 
1320 
1150 


5290 
3530 

2650 
2120 

1760 
1510 
1320 


59-50 

3960 
2970 
2380 

1980 
1700 
1490 


6580 
4390 
3290 
2630 

2190 

1880 
16.50 


7200 
4800 
3600 
2880 

2400 
2060 
1800 


7810 
5200 
3900 
3120 

2600 
2230 
1950 


8400 
5600 
4200 
3360 

2800 
2400 
2100 


9550 
6360 
4770 
3820 

3180 
2730 
2390 


9 


1030 
920 

840 
770 
710 
660 


1180 
1060 

960 
880 
810 
760 


1320 
1190 

1080 
990 
910 
850 


1460 
1320 

1200 

1100 

1010 

940 


1600 
1440 

1310 

1200 
1110 
1030 


1730 
1560 

1420 
1300 
1200 
1120 


1870 
1680 

1530 
1400 
1290 
1200 


1990 
1800 

1630 
1500 
1380 
1280 


2120 


10 

11 
12 
13 
14 


780 

710 
650 
600 
560 


1910 

1740 
1590 
1470 
1360 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^j^ span. 



CAMBRIA STEEL. 



117 



SAFE LOADS IN POUNDS UNIFORMLY DIS 
TRIBUTED FOR CAMBRIA ANGLES. 

TJNE:t^TJA.TM i<e:gs. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. C 



§ 









Section Wo. A 131. 






Distance 
between 


4^' X 3J'' 


supports 


_5_// 
16 


3// 

8 


tV^ 


¥' 


tV 


¥' 


W 


in feei 


7.7 lbs. 
per ft. 


9.1 lbs. 
per ft. 


10.6 lbs. 
per ft. 


11.9 lbs. 

per ft. 


13.3 lbs. 
per ft. 


14.7 lbs. 
per ft. 


16.0 lbs. 

per ft. 


2 
3 
4 
5 

6 

7 
8 
9 


5300 
3530 
2650 
2120 

1770 
1510 
1320 
1180 
1060 


6260 
4170 
3130 
2500 

2090 
1790 
1560 
1390 
1250 


7190 
4790 
3590 
2870 

2400 
2050 
1800 
1600 
1440 


8090 
5390 
4040 
3240 

2700 
2310 
2020 
1800 
1620 


8970 
5980 
4480 
3590 

2990 
2560 
2240 
1990 


9760 
6510 

4880 
3900 

3250 
2790 
2440 
2170 


10650 
7100 
5320 
4260 

3550 
3040 
2660 
2370 


10 


1790 

1630 
1490 
1380 
1280 


1950 

1770 
1630 
1500 
1390 


2130 


11 
12 
13 
14 


960 
8^0 
820 
760 


1140 

1040 

960 

890 


1310 
1200 
1110 
1030 


1470 
1350 
1240 
1160 


1940 
1770 
1640 
1520 



Distance 
between 


Section No. A 133. 


4J'' X 3'' 


supports 


i" 


tV 


¥^ 


tV^ 


r' 


W' 


in feet. 


9.1 lbs. 
per ft. 


10.6 lbs. 

per ft. 


11.9 lbs. 
per ft. 


13.3 lbs. 
per ft. 


14.7 lbs. 
per ft. 


16.0 lbs. 
per ft. 


2 
3 
4 
6 

6 

7 
8 


4680 
3120 
2340 
1870 

1560 
1340 
1170 
1040 


5370 

3580 
2680 
2150 

1790 
1530 
1340 
1190 


6040 
4020 
3020 
2410 

2010 
1720 
1510 


6680 
4460 
3340 
2670 

2230 
1910 
1670 


7320 

4880 
8660 
2930 

2440 
2090 
1830 


7930 
5290 
3970 
3170 

2640 
2270 
1980 


9 


1340 
1210 

1100 

1010 

930 

860 


1490 
1340 

1220 

1110 

1030 

950 


1630 
1460 

1330 
1220 
1130 
1050 


1760 


10 

11 
12 
13 
14 


940 

850 
780 
720 
670 


1070 

980 
890 
830 
770 


1590 

1440 
1320 
1220 
1130 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 



118 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANG-LES. 



NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figrured for fibre stress of 16000 pounds per 
square inch and include weight of angle. L 



S 



Distance 
between 
supports 
in feet. 



6 

7 
8 

9 

10 

fl 
12 
13 
14 



tV' 



8.2 

lbs. 
per ft. 



2 4020 

3 2680 

4 I 2010 

5 1610 



1340 

1150 

1000 

890 



Section No. A 101. 



b'' X 3' 



3// 
8 



9.8 

lbs. 
per ft. 



4740 
3160 
2370 
1900 

1580 
1350 
1180 
1050 



_7_// 

16 



11.3 

lbs. 
per ft. 



5430 

3620 
2720 
2170 

1810 
1550 
1360 
1210 



800 


950 


730 


860 


670 


790 


620 


730 


570 


680 



1090 

990 

910 

840 
780 



12.8 

lbs. 
per ft. 



6110 

4070 
3060 
2440 

2040 
1750 
1530 
1360 



1220 

1110 

1020 
940 
870 



_9_// 



¥' 



14.3 15.7 

lbs. lbs. 



per ft. 



6770 
4510 
3380 
2710 

2260 
1930 
1690 



per ft. 



7410 

4940 
3710 
2960 

2470 
2120 
1850 



ii// 

16 



17.1 

lbs. 
per ft. 



8040 
5360 
4020 
3220 



2300 
2010 



3// 

4 



18.5 

lbs. 
per ft. 



8660 

5770 
4330 
3460 

2890 
2470 
2160 



1500 
1350 

1230 

1130 

1040 

970 



1650 


1790 


1480 


1610 


1350 
1240 
1140 
1060 


1460 
1340 
1240 
1150 



1920 
1730 

1570 
1440 
1330 
1240 



13.// 

16 



19.9 

lbs. 
per ft. 



9270 
6180 
4630 
3710 

3090 

2650 
2320 



If/ 

8 



21.2 

lbs. 
per ft. 



9870 
6580 
4940 
3950 

8290 

2820 
2470 



2060 
1850 

1690 
1540 
1430 
1320 



2190 
1970 

1790 
1650 
1520 
1410 



. 








Section No. 


A 103. 








between 


5'^ X ^^' 


sup- 


1%" 


i" 


tV' 


¥' 


tV' 


i" 


W 


3// 
4 


\¥' 


i" 


w 


ports 
in feet 


8.7 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


12.0 

lbs. 
per ft. 


13.6 

lbs. 
per ft. 


15.2 

lbs. 
per ft. 


16.8 

lbs. 
per ft. 


18.3 

lbs. 
per ft. 


19.8 

lbs. 
per ft. 


21.3 

lbs. 
per ft. 


22.7 

lbs. 
per ft. 


24.2 

lbs. 
per ft. 


2 
3 
4 
5 

6 
7 
8 
9 


5450 
3630 
2720 
2180 

1820 
1560 
1360 
1210 
1090 


6430 
4290 
2220 
2570 

2140 
1840 
1610 
1430 

1290 


7400 
4930 
3700 
2960 

2470 
2110 
1850 
1&40 

1480 


8320 
5550 
4160 
3330 

2770 
2380 
2080 
1850 

1660 


9230 
6150 
4610 
3690 

3080 
2640 
2310 
2050 
1850 


10110 
6740 
5060 
4050 

3370 

2890 
2530 
2250 


10980 
7320 
5490 
4390 

3660 
3140 
2740 
2440 


11820 
7880 
5910 
4730 

3940 
3380 
2960 
2630 


12650 
8430 
6330 
5060 

4220 
3610 
3160 
2810 


13460 
8970 
6730 
5380 

4490 
3850 
3370 
2990 


14270 
9510 
7130 
5710 

4760 
4080 
3570 
3170 


10 


2020 ' 2200 


2360 


2530 2690 


2850 


11 
12 
13 
14 


990 
910 
840 
780 


1170 

1070 

990 

920 


1340 
1230 
1140 
1060 


1510 
1390 
1280 
1190 


1680 
1540 
1420 
1320 


1840 
1690 
1560 
1440 


2000 
1830 
1690 
1570 


2150 
1970 
1820 
1690 


2300 
2110 
1950 
1810 


2450 
2240 
2070 
1920 


2590 
2380 
2190 
2040 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^ span. 



CAMBRIA STEEL. 



119 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 



NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 



i- 



Distance between 




Section No. A 135. 




5//x4'' 


supports in 


3// 


tV' 


¥' 


_9 ff 
T6 


r' 


w 


feet. 


11.0 lbs. 

per ft. 


12.8 lbs. 
per ft. 


14.5 lbs. 
per ft. 


16.2 lbs. 

per ft. 


17.8 lbs. 
per ft. 


19.5 lbs. 

per ft. 


2 
3 
4 
5 


8370 
5580 
4180 
3350 


9630 
6420 
4810 
3850 


10860 
7240 
5430 
4340 


12050 
8030 
6030 
4820 


13220 

8810 
6610 
5290 


14360 
9570 
7180 
5740 


6 
7 
8 
9 
10 


2790 
2390 
2090 
1860 
1670 


3210 
2750 
2410 
2140 
1930 


3620 
3100 
2710 
2410 
2170 


4020 
3440 
3010 

2680 
2410 


4410 
3780 
3300 
2940 
2640 


4790 
4100 
3590 
3190 
2870 


11 


1520 


1750 


1970 


2190 


2400 


2610 


12 
13 
14 
15 


1390 
1290 
1200 
1120 


1600 
1480 
1380 
1280 


1810 
1670 
1550 
1450 


2010 
1850 
1720 
1610 


2200 
2030 
1890 
1760 


2390 
2210 
2050 
1910 


16 


1050 


1200 


1360 


1510 


1650 


1790 



Distance 


Section No. A 105. 






6'' X %^'f 


between 










3// 


J^" 


1// 


9 // 


5// 


11// 


3// 


13// 


in 


15// 


v 


sup- 




T¥ 


2 


16 

17.1 


8 


16 


4 


16 


8 


16 


ports 


11.7 


13.5 


15.3 


18.9 


20.6 


22.4 


24.0 


25.7 


27.3 


28.9 


in feet. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 




per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


2 


6570 


7550 


8500 


9430 


10340 


11230 


12100 


12960 


13800 


14640 


15470 


3 


4380 


5030 


5670 


6290 


6890 


7480 


8070 


8640 


9200 


9760 


10310 


4 


3280 


3770 


4250 


4/20 


5170 


5610 


6050 


6480 


6900 


7320 


7730 


5 


2630 


3020 


3400 


3770 


4140 


4490 


4840 


5180 


5520 


5850 


6190 


6 


2190 


2520 


2830 


3140 


3450 


3740 


4030 


4320 


4600 


4880 


5160 


7 


1880 


2160 


2430 


2690 


2950 


3210 


3460 


3700 


3940 


4180 


4420 


8 


1640 


1890 


2120 


2360 


2580 


2810 


8020 


3240 


3450 


3660 


3870 


9 


1460 


1680 


1890 


2100 


2300 


2490 


2690 


2880 


3070 


3250 


3440 


10 


1310 


1510 


1700 


1890 


2070 


2250 


2420 


2590 


2760 


2930 


3090 


11 


1190 


1370 


1550 


1710 


1880 


2040 


2200 


2360 


2510 


2660 


2810 


12 


1090 


1260 


1420 


1570 


1720 


1870 


2020 


2160 


2300 


2440 


2580 


13 


1010 


1160 


1310 


1450 


1590 


1730 


1860 


1990 


2120 


2250 


2380 


14 


940 


1080 


1210 


1350 


1480 


1600 


1730 


1850 


1970 


2090 


2210 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = 3^^ span. 



120 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

XJNEtiXJAZM r.E:GS. 

NEITTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are fignred for fibre stress of 16 000 pounds per THZ^ 
square inch and include weight of angle. C 



Distance 
between 


Section No. A 107. 


6'' X 4'' 


snp- 


3// 

S 


7 // 
T6 


\" 


i-," 


'%" ' W' 


I" 


f w 


y 


W" 


\'> 


ports 
in feet. 


12.3 

lbs. 
per a 


14.3 

lbs. 
per ft. 


16.2 

lbs. 
per ft. 


18.1 

lbs. 
per ft. 


20.0 21.8 

lbs. lbs. 
per ft. per ft. 

13520 ' 14690 
9020 9800 
6760 7350 
5410| 5880 


23.6 

lbs. 
per ft 

15840 

10560 

7920 

6340 


25.4 

lbs. ; 
per ft. 1 


27.2 

lbs. 
per ft. 


28.9 

lbs 1 
per ft. : 


30.6 

lbs. 
per ft 


2 
3 
4 
5 


85-50 
5700 
4280 
3420 


9840 
6560 
4920 
3940 


11100 
7400 
5550 
4440 


12320 
8220 
6160 
4930 


16970' 

11310 

8480^ 

6790] 


18070 

12050 

9040 

7230 


19160^ 

12770 

95801 

7660 


20230 

13490 

10120 

8090 


6 
7 
8 
9 
10 


2850 
2440 
2140 
1900 
1710 


3280 
2810 
2460 
2190 
1970 


3700 
3170 
2770 
2470 
2220 


4110 
3520 
3080 
2740 
2460 


451o' 4900 
3860 4200 
3380, 3670 
3010 3270 
2700 2940 


5280 
4530 
3960 
a520 
3170 


5660 
4850 
4240 
3770 
3390: 


6020 
5760 
4520 
4020 
3610 


6390 
54701 
4790: 
4260' 
3830, 


6740 
5780 
5060 
4500 
4050 


11 


1550 


1790 


2020 


2240 


2460' 2670 


2880 


3080' 


3290 


3480' 


3680 


12 


1430 


1640 


1850 


2050 


2250, 2450 


2640 


2830 


3010 


3190 


3370 


13 
14 
15 


1320 
1220 
1140 


1510 
1410 
1310 


1710 
1590 
1480 


1900 
1760 
1640 


20S0 2260 
1930 2100 
180O 1960 


2440 
2260 
2110 


2610 
2420 
2260 


2780 
2580 
2410 


29-50 
2740 
2550 


3110 
2890 
2700 


16 


1070 


1230 


1390 


1540 


1690: 1840 


1980 


2120 


2260 


2400, 


2530 





Section No. A 109. 


Distance 


1" X %y' 


between 


15.0 

lbs. 
per ft 

7670 
5110 
2830 
3070 

2560 

2190 
]920 
1700 
1530 

1390 


\' 


9 /' 

16 


V 1 W" 


i" 


\\" 


28.7 

lbs. 
per ft 


30.5 

lbs. 
per ft. 

149-50 
9960 
7470 
5980 

4980 
4270 
3740 
33-20 
2990 

2720 

2490 
2300 
2140 
1990 

1870 


V 


supports 
in feet 


17.0 

lbs. 
per ft 


19.1 

lbs. 
per ft. 


21.0' 23.0 

lbs. 1 lbs. 
p€r ft. ' per ft. 


24.9 

lbs. 
per ft 


26.8 

lbs. 
per ft. 


32.3 

lbs. 
per ft. 


2 
3 
4 
5 

6 

7 

8 

9 

10 


8640 
5760 
43-'0 
^60 

2880 
2470 
2160 
1920 
1730 


9590 
6390 
4790 
3840 

3200 

2740 
2400 
2130 
1920 


10-520' 11430 
7010 7620 
5260; 5710 
4210 4570 

3510 3810 
3010, 3270 
2630; 2860 
2340 2-540 
2100 2290 

1910 2080 

17-50: 1900 
16201 1760 
1500! 1630 
1400 1520 

1320 1430 


12320 
8220 
6160 
4930 

4110 

3520 
3080 
2740 
2460 


13210 
8810 
6600 
5280 

4400 
3770 
3300 
2940 
2640 


14090 
9390 
7040 
5630 

4700 
4020 
3520 
3130 

2820 


15810 

10540 

7900 

6320 

5270 
4520 
3950 
3.510 
3160 


11 


1570 

1440 
1330 
1230 
1150 

1080 


1740 

1600 
14S0 
1370 
1280 

1200 


2240 

20-50 
1900 
1760 
1640 

1-540 


2400 2560 


2870 


12 
13 
14 
15 

16 


1280 
1180 
1100 
1020 

960 


2200 
2030 
1890 
1760 

1650 


2350 
2170 
2010 
1880 

1760 


2630 
2430 
2260 
2110 

1980 



For safe loads below the heavy lines, the deflections will he greater than the 
allowable limit for plastered ceilings = ^^ span. 



CAMBBIA STEEL. 



121 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 





No. A 161. 


Section Ho, A 91. 


Distance 
between 
supports 


2i'^ X Iff 


2J'/ X 2'/ 


rV' 


r^ 


tV 


i" 


tV 


3// 


tV 


¥' 


tV 


in feet. 


2.6 

lbs. 
per ft. 


3.4 

lbs. 
per ft. 


2.8 

lbs. 
per ft. 


3.7 

lbs. 
per ft. 


4.5 

lbs. 
per ft. 


5.3 

lbs. 
per ft. 


6.1 

lbs. 
per ft. 


6.8 

lbs. 
per ft. 


7.6 

lbs. 
per ft. 


2 
3 
4 
5 

6 


1530 

1020 

760 

610 

510 


1990 

1330 

1000 

800 

660 


1560 

1040 

780 

620 

520 
450 


2030 

1360 

1020 

810 

680 


2490 

1660 

1240 

990 

830 


2920 
1940 
1460 
1170 

970 


3330 
2220 
1660 
1330 

1110 


3730 
2480 
1860 
1490 

1240 


4110 
2740 
2050 
1640 

1370 


7 


440 
380 
340 
310 

280 
260 


570 
500 
440 
400 

360 
330 


580 
510 
450 
410 

370 
340 


710 
620 
650 
500 

450 
410 


830 
730 
650 
580 

530 
490 


950 
830 
740 
670 

610 
560 


1070 

930 
830 
750 

680 
620 


1170 


8 

9 

10 

11 
12 


390 
350 
310 

280 
260 


1030 
910 
820 

750 
690 





Section No. A 128. 


Section No. A 129. 


Distance 
between 


2^' X 11// 


3// X g// 


sup- 


tV' 


¥' 


tV 


r' 


tV' 


tV 


¥' 


tV' 


3// 


A" 


¥^ 


ports 
in feet. 


2.6 

lbs. 
per ft. 


3.4 

lbs. 
per ft. 


4.2 

lbs. 
per ft. 


5.0 

lbs. 
per ft. 


5.7 

lbs. 
per ft. 


3.1 

lbs. 
per ft. 


4.1 

lbs. 
per ft. 


5.0 

lbs. 
per ft. 

3540 
2360 
1770 
1420 

1180 
1010 


5.9 

lbs. 
per ft. 


6.8 

lbs. 
per ft. 


7.7 

lbs. 
per ft. 


2 
3 
4 
5 

6 


1790 

1190 

890 

710 

600 
510 


2330 

1550 

1160 

930 

780 
670 


2850 
1900 
1420 
1140 

950 
810 


3340 
2230 
1670 
1340 

1110 


3810 
2540 
1910 
1530 

1270 


2210 
1470 
1110 

880 

740 
630 
550 


2890 
1930 
1440 
1160 

960 
830 
720 


4170 

2780 
2080 
1670 

1390 
1190 


4770 
3180 
2380 
1910 

1590 
1360 


5350 
3570 
2670 
2140 

1780 


7 


950 
840 
740 
670 

610 

560 


1090 
950 
850 
760 

690 
640 


1530 


8 


450 

400 
360 

320 
300 


580 
520 
470 

420 
390 


710 
630 
570 

520 
470 


890 
790 
710 

640 
590 


1040 
930 
830 

760 
690 


1190 

1060 

950 

870 
800 


1340 


9 
10 

11 
12 


490 
440 

400 
370 


640 

580 

530 

480 


1190 
1070 

970 
890 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 



122 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 



Srife loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 





Section BTo. 


A 121. 


Section No. A 123. 


Distance 
between 




2'' X 1^ 


V 






2'f X 


W^ 




sup- 


2.1 


r^ 


A'^ 


¥' 


tV' 


¥' 


tV' 


r' 


tV j ¥' 


W^ 


ports 


2.7 


3,3 


3.9 


4.4 


1.5 


2.2 


2.8 


3.4 ! 4.0 


4.6 


in feet, 


lbs. 


lbs. 


lbs. 


lbs, 


lbs. 


lbs. 


lbs. 


lbs. 


lbs, i lbs. 


lbs. 




per ft. 
960 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 1 per ft. 


per ft. 


2 


1240 


1510 


1760 


2000 


670 


970 


1260 


1530 


1790 


2030 


3 


640 


830 


1010 


1170 


1330 


440 


650 


840 


1020 


1190 


1350 


4 


480 


620 


750 


880 


1000 


330 


490 


630 


770 


890 


1020 


5 


380 


500 


600 


700 


800 


270 


390 


500 


610 


720 


810 


6 


320 


410 


500 


590 


670 


220 


320 


420 


510 


600 


680 


7 


270 


350 


430 


500 


570 


190 


280 


360 


440 ! 510 


580 


8 


240 


310 


380 


440 


500 


170 


240 


320 


380 ! 450 


510 


9 


210 


280 


340 


390 


450 


150 


220 


280 


340 ! 400 


450 


10 


190 


250 


300 


350 


400 


130 


190 


250 


310 1 360 


410 


11 


170 


230 


270 


320 


360 


120 


180 


230 


280 


330 


370 


12 


160 


210 


250 


290 


330 


110 


160 


210 


260 


300 


340 





Section No. 


A 125, 


Section No. A 127. 


Distance 


2i'' X 11'^ 


2i" X 


IJ^' 




between 


1 3 // 


Iff 


5 // 


3 / / 


r // 


3 // 


¥' 


1 5 // 


3// 


1 7 // 


supports 

i n fpot 


16 


4 


16 


8 


T6 


T-g- 


I l¥ 




i 16 


2.8 


3.0 


3c7 


4.4 


6,0 


2.5 


3.2 


4.0 


4.7 


1 5.3 




lbs. 


lbs. 


lbs. 


lbs= 


lbs. 


lbs. 


lbs. 


■ lbs. 


lbs. - 


lbs. 




per ft, , per ft= 


per ft. 


per ft, 


per ft. 


per ft, 


per ft, 


per ft. 


per ft, 


per ft. 


2 


1440 1880 


2290 


2680 


3050 


1490 


1940 


2370 


2770 


3160 


3 


960 , 1250 


1530 


1790 


2'J40 


990 


1290 


1580 


1850 


2110 


4 


720 940 


1140 


1340 


1530 


750 


970 


1180 


1390 


1580 


5 


580 1 750 

1 


920 


1070 


1220 


600 


780 


950 


1110 


1270 


fl 


480 i 630 


760 


890 


1020 


500 


650 


790 


920 


1050 


/ 


410 540 


6-50 


770 


870 


430 


550 


680 


790 


900 


8 


360 470 


570 


670 


760 


370 


490 


590 


690 


790 


9 


320 420 


510 


600 


680 


330 


430 


530 


620 


700 


10 


290 


380 


460 


.540 


610 


300 


390 


470 


550 


630 


11 


260 


340 


420 


490 


560 


270 


350 


430 


500 


580 


12 


240 


310 


380 


4.50 


510 


2-50 


320 


390 


460 


530 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = y^^ span. 



CAMBBIA STEEL. 



123 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANG-LES. 

ujNr£:QUiLiLi x.£:g^s. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. ( 









Section No. 


A 151 


, 




Distance between 






3i'' X 2 


/ 






supports in 


i" 


tV 


3// 
8 


tV' 


¥' 


tV 


r^ 


feet. 


4.5 

lbs. 
per ft. 

3880 
2580 
1940 
1550 

1290 

1110 

970 

860 


5.6 

lbs. 
per ft. 


6.6 

lbs. 
per ft. 


7.6 

lbs. 
per ft. 


8.5 

lbs. 
per ft. 


9.5 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


2 
3 

4 
5 

6 

I 


4760 
3170 
2380 
1900 

1590 
1360 
1190 
1060 


6610 
3740 
2810 
2250 

1870 
1600 
1400 
1250 


6440 
4290 
3220 
2570 

2150 
1840 
1610 


7230 
4820 
3620 
2890 

2410 
2070 
1810 


8000 
5340 
4000 
3200 

2670 
2290 
2000 


8750 
5830 
4370 
3500 

2920 
2500 
2190 


9 


1430 
' 1290 

1170 

1070 

990 

920 


1610 
1450 

1310 
1210 
1110 
1030 


1780 
1600 

1460 
1330 
1230 
1140 


1940 


10 

11 
12 
13 
14 


780 

710 
650 
600 
550 


950 

870 
790 
730 
680 


1120 

1020 
940 
860 
800 


1750 

1590 
1460 
1350 
1250 





Section No. A 93. 


Distance between 


3^/ X 2i" 


supports in 


i" 


tV' 


¥' 


tV' 


h" 


tV' 


¥' 


feet. 


4.5 

lbs. 
per ft. 


5.6 

lbs. 
per ft. 


6.6 

lbs. 
per ft. 


7.6 

lbs. 
per ft. 


8.5 

lbs. 
per ft. 


9.5 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


2 
3 

4 
5 

6 

7 


2990 
2000 
1500 
1200 

1000 
860 
750 


3670 - 
2450 
1840 
1470 

1220 

1050 

920 


4320 

2880 
2160 
1730 

1440 

1230 

.1080 


4950 
3300 
2470 
1980 

1650 
1410 
1240 


5560 
3700 
2780 
^220 

1850 
1590 
1390 


6140 
4090 
3070 
2460 

2050 
1760 


6710 
4470 
3350 
2680 

2240 
1920 


8 

9 

10 

11 
13 
13 
14 


1540 
1360 
1230 

1120 

1020 

940 

880 


1680 


670 
600 

540 
500 
460 
430 


820 
730 

670 
610 
560 
520 


960 
860 

790 
720 
660 
620 


1100 
990 

900 
820 
760 
710 


1230 
1110 

1010 
930 

850 
790 


1490 
1340 

1220 

1120 

1030 

960 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceiUngs = ^^^ span. 



124 



CAMBBIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 
XJNEZQUAL I^SGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. _ 

Safe loads below are fignred for fibre stress of 16 000 pounds per 
square inch and include weight of angle. ( 









Section No. 


A 95. 






Distance between 


%\" X l\<' 


snpports in 


\" 


tV' 


3// 

7.2 

lbs. 
per ft. 


8.3 

lbs. 
per ft. 


k" 


tV' 


i" 


H" 


r' 


feet. 


4.9 

lbs. 
per ft. 


6.1 

lbs. 
per ft. 


9.4 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


11.5 

lbs. 
per ft. 


12.5 

lbs. 
per ft. 


13.4 

lbs. 
per ft. 


2 
3 
4 
6 


4020 
2680 
2010 
1610 


4940 
3300 
2470 
1980 


5830 
3890 
2920 
2330 


6690 
4460 
3350 
2680 


7530 
5020 
3760 
3010 


8330 
5560 
4170 
3330 


9120 
6080 
4560 
3650 


9880 
6580 
4940 
3950 


10620 
708O 
5310 
4250 


6 

I 


1340 
1150 
1010 

890 


1650 
1410 
1240 
1100 


1940 
1670 
1460 
1300 


2230 
1910 
1670 
1490 


2510 

2150 
1880 
1670 


2780 
2380 
2080 
1850 


3040 
2600 
2280 
2030 


3290 
2820 
2470 


8540 
3030 
2650 


9 


2190 
1980 


2360 


10 


800 


990 


1170 


1^0 


1510 


'1670 


1820 


2120 


11 
12 
13 
14 
15 


730 

670 
620 
570 
540 


900 

820 
760 
710 
660 


1060 
970 
900 
830 
780 


1220 

1120 

1030 

960 

890 


1370 
1250 
1160 
1080 
1000 


1520 
1390 
1280 
1190 
1110 


1660 
1520 
1400 
1300 
1220 


1800 
1650 
1520 
1410 
1320 


1930 

1770 
1630 
1520 
1420 


16 


500 


620 


730 


840 


940 


1040 


1140 


1230 


1330 





Section No. A 97. 


Mstance 

between 
supports 


%\ii yiVf 


i\" 


3.// 


tV^ 


\" 


tV^ 


V 


W 

13.6 

lbs. 
per ft. 


! V 


i*" 


v 


in feet. 


6.6 

lbs. 
per ft. 


7.9 

lbs. 
per ft. 


9.1 

lbs. 
per ft. 


10.2 

lbs. 
per ft. 


11.4 

lbs. 
per ft. 


12.5 

lbs. 
per ft. 


\ 14.7 
1 lbs. 
' per ft. 


15.8 

lbs. 
per ft. 


16.8 

lbs. 
per ft. 


2 
3 

4 
5 

6 
7 
8 
9 


5090 
3390 
2540 
2040 

1700 
1450 
1270 
1130 


6010 
4000 
3000 
2400 

2000 
1720 
1500 
1330 


6890 
4600 
3450 
2760 

2300 
1970 
1720 
1530 


7750 
5170 
3880 
3100 

2580 
2220 
1940 
1720 


8590 
5730 
4290 
3440 

2860 
2450 
2150 
1910 


9400 
6270 
4700 
3760 

3130 
2690 
2350 
2090 


10190 ' 10960 
6790 : 7300 
5090 ; 5480 
4080 ! 4380 

3400 3650 
2910 1 3130 
2550 ! 2740 
2260 i 2430 


11710 
7800 
5850 
4680 

3900 
3340 
2930 
2600 


12440 

8290 
6220 
4980 

4150 
3550 
3110 
2760 


10 

11 
12 
13 
14 
15 

16 


1020 

930 

850 
780 
730 
680 

&40 


1200 

1090 

1000 

920 

860 

800 

750 


1380 

1250 

1150 

1060 

980 

920 

860 


1550 

1410 
1290 
1190 
1110 
1030 

970 


1720 

1560 
1430 
1320 
1230 
1150 

1070 


1880 

1710 
1570 
1450 
1340 
1250 

1180 


2040 

1850 
1700 
1570 
1460 
1360 

1270 


2190 

1990 
1830 
1690 
1570 
1460 

1370 


2340 

2130 
1950 
1800 
1670 
1560 

1460 


2490" 

2260 
2070 
1910 
1780 
1660 

1550 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^ span. 



CAMBRIA STEEL. 125 


SAFE LOADS IN POUNDS UNIFORMLY 
TRIBUTED FOR CAMBRIA ANGLES 
XJNEaXJAliM XaSGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 


r Dis- 




J 


Distance 
between 
supports 
in feet. 


Section Wo. A 99. 


A'' X 3'' 


tV-' 


¥' 


tV' 


h'^ 


t\" 


i" 


W 

14.8 

lbs. 
per ft. 


16.0 

lbs. 
per ft. 

14300 
9530 
7150 
5720 

4770 
4090 
3580 
3180 
2860 


17.1 

lbs. 
per ft. 


i" 

18.3 

lbs. 
per ft. 


7.2 

lbs. 
per ft. 


8.5 

lbs. 
per ft. 


9.8 

lbs. 
per ft. 


11.1 

lbs. 
per ft. 


12.4 

lbs. 
per ft. 


13.6 

lbs. 
per ft. 


2 
3 
4 
5 

6 
7 
8 
9 
10 

11 

12 
13 
14 
15 

16 


6580 
4390 
3290 
2630 

2190 
1880 
1640 
1460 
1320 

1200 


7780 
5180 
3890 
3110 

2590 
2220 
1940 
1730 
1560 


8940 
5960 
4470 
3580 

2980 
2550 
2240 
1990 
1790 


10070 
6710 
5040 
4030 

3360 
2880 
2520 
2240 
2010 


11170 
7450 
5590 
4470 

3720 
3190 
2790 

2480 
2230 


12240 
8160 
6120 
4900 

4080 
3500 
3060 
2720 
2450 


13280 
8860 
6640 
5310 

4430 
3800 
3320 
2950 
2660 


15290 

10190 

7650 

6120 

5100 
4370 
3820 
3400 
3060 


16260 

10840 

8130 

6500 

5420 
4650 
4060 
3610 
3250 


1410 

1300 
1200 
1110 
1040 

970 


1630 

1490 
1380 
1280 
1190 

1120 


1830 
1680 
1550 
1440 
1340 

1260 


2030 
1860 
1720 
1600 
1490 

1400 


2230 
2040 
1880 
1750 
1630 

1530 


2420 

2210 
2040 
1900 
1770 

1660 


2600 
2380 
2200 
2040 
1910 

1790 


2780 
2550 
2350 
2180 
2040 

1910 


2960 

2710 
2500 
2320 
2170 

2030 


1100 
1010 

940 

880 

820 


Distance bel 
supports 
feet. 


ween 
in 


Section Wo. A 131. 


4/' X Bi'f 


t\" 


3// 


tV' 


¥' 


tV 


i" 


W' 


7.7 

lbs. 
per ft. 


9.1 

lbs. 
per ft. 


10.6 

lbs. 
per ft. 


11.9 

lbs. 
per ft. 


13.3 

lbs. 
per ft. 


14.7 

lbs. 
per ft. 


16.0 

lbs. 
per ft. 


2 
8 
4 
5 

6 

I 

9 
10 

11 
12 
13 
14 
15 

16 


6740 
4490 
3370 
2690 

2250 
1920 
1680 
1500 
1350 

1220 


7970 
5310 
3980 
3190 

2660 
2280 
1990 
1770 
1590 

1450 


9160 
6110 
4580 
3660 

3050 
2620 
2290 1 
2040 
1830 

1670 


10320 

6880 
5160 
4130 

3440 

2950 
2580 
2290 
2060 

1880 


11450 
7640 
5730 
4580 

3820 
3270 
2860 
2550 
2290 


12550 
8370 
6280 
5020 

4180 
3590 
3140 
2790 
2510 


13630 
9080 
6810 
5450 

4540 
3890 
3410 
3030 
2730 


2080 
1910 
1760 
1640 
1530 

1430 


2280 
2090 
1930 
1790 
1670 

1570 


2480 
2270 
2100 
1950 
1820 

1700 


1120 

1040 

960 

900 

840 


1330 
1230 
1140 
1060 

1000 


1530 
1410 
1310 
1220 

1150 


1720 
1590 
1470 
1380 

1290 


For safe lo 
limit for plas 


ids belc 
tered ce 


)w heavy lines the deflections will be greater than the allowable 
ilings -= 3^^ span. 



II 



126 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per . 

square inch and include weight of angle. L— — 



Distance between 




Section No. A 133. 




^.^'1 X 3'^ 


supports in 


3// 

8 


1 O 


\" 


tV' 


V 


\\" 


feet. 


9.1 lbs. 
per ft. 


10.6 lbs, 

per ft. 


11.9 lbs. 

per ft. 


13.3 lbs. 
per ft. 


14.7 lbs. 
per ft. 


16.0 lbs. 

per ft. 


2 
8 
4 
5 

6 

I 

9 
10 

11 


9750 
6500 
4880 
3900 

3250 
2790 
2440 
2170 
1950 

1770 
1630 


11230 

7480 
5610 
4490 

3740 
3210 

2810 
2490 
2250 

2040 

1870 


12660 

8440 
6330 
5060 

4220 
3620 
3170 
2810 
2530 

2300 


14060 
9370 
7030 
5620 

4690 
4020 
3510 
3120 
2810 

2560 


15420 

10280 

7710 

6170 

5140 
4410 
3860 
3430 
3080 

2800 


16750 
11170 

8380 
6700 

5580 
4790 
4190 
3720 
3350 

3050 


12 


2110 
1950 
1810 
1690 

1580 
1490 
1410 


2340 
2160 
2010 
1870 

1760 
1650 
1560 


2570 
2370 
2200 
2060 

1930 
1810 
1710 


2790 


13 
14 
15 

16 
17 
18 


1500 
1390 
1300 

1220 
1150 
1080 


1730 
1600 
1500 

1400 
132G 
1250 


2580 
2390 
2230 

2090 
1970 
1860 



Distance 
between 
supports 
in feet. 



4 
5 

6 
7 
8 

10 

11 
12 
13 
14 
15 

16 
17 
18 



Section No. A 101. 



%" 



_5_// 



3// 
8 



10060 
6710 
5030, 
4020 

3350 
2870 
2520 
2240 
2010 

183o! 
1680 
1550 



9.8 

lbs. 
per ft. 

11920 
7950 
5960 
4770 

3970 
3410 
2980 
2650 
2380 

2170 
1990 



_7_// I 
1 6 i 



_9_/' 
16 



t" 



\\ 



'LLIt 



3// 
4 



11.3 12.8i 14.3 

lbs. j lbs. lbs. 
per ft. ! per ft. ! per ft. 



13740 
9160 
6870, 
55001 

4580! 
3930! 
3440! 
30501 
27501 
I 



15510 
10340, 

7760! 

62101 

5170! 
4430! 
3880, 
3450' 
3100' 



25001 2820 
2290 2590 



17240 

11490 

8620 

6900 

5750 
4930 
4310 
3830i 
3450i 

3130 ' 
2870 



15.7, 17.1 18.5 



lbs. i lbs. 
per ft, per ft. 



1830! 21101 2390' 2650 



1440, 1700 1960 2220 2460 2700 

1340 1590: 1830j 2070j 2300 2520 

1260 1490 1720 1940 2160 2370 

1180 1400! 1620 1830 2030 2230 

1120 1330 ; 1530! 1720- 1920 2100 



18930 

12620 

9470 

7570 

6310 
5410 
4730 
4210 
8790 

3440 
3160 



20580 

13720 

10290 

8230 

6860 
5880 
5140 
4570 
4120 



lbs. 
per ft. 



22190 
14790 
11100 

8880 

7400 
6340 
5550 
4930 
4440 



13// 

19.9 

lbs. 
per ft. 



23770 

15850 

11880 

9510 



1// 
^ 

21.2 

lbs. 
per ft. 



25310 
16870 
12660 
10120 



7920 8440 

6790! 7230 

5940, 6330 

52801 5620 

4750! 5060 



3740 4030 4320! 4600 
3430 3700 3960! 4220 



2910 3170 3410, 3660 3890 



2940 
2740 



31701 3400 
2960 3170 



2570 2770 
2420' 2610 



3620 
3370 



2970 3160 
2800! 2980 



2290 2470 2640 i 2810 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = 5^ span. 



CAMBRIA STEEL. 



127 



SAFE LOADS IN POUNDS UNIFORMLY DIS 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds per *""■ 
square inch and include weight of angle. f — 



Distance 

between 








Section No. 


A 103, 








5^' X %\" 


sap- 


tV 


%" 


-h'' 


\" 


tV' 


5// 


18.3 

lbs. 
per ft. 


3// 

4 


21,3 

lbs. 
per ft. 


1// 

8 


W" 


ports 
in feet. 


8.7 

lbs. 
per ft. 


10.4 

lbs. 
per ft. 


12,0 

lbs. 
per ft. 


13.6 

lbs. 
per ft. 


15,2 

lbs. 
per ft. 


16.8 

lbs. 
per ft. 


19.8 

lbs, 
per ft. 


22.7 

lbs. 

per ft. 


24,2 

lbs. 
per ft. 


3 
3 
4 
5 

6 
7 
8 
9 
10 

11 
12 


10320 
6880 
5160 
4130 

3440 

2950 
2580 
2290 
2060 

1880 
1720 
1590 


12240 
8160 
6120 

4890 

4080 
3500 
3060 
2720 
2450 

2220 
2040 

1880 


14100 
9400 
7050 
5640 

4700 
4030 
3530 
3130 

2820 

2560 
2350 

2170 


15930 

10620 

7960 

6370 

5310 
4550 
3980 
3540 
3190 

2900 
2650 
2450 


17710 
11810 

8850 
7080 

5900 
5060 
4430 
3940 
3540 

3220 
2950 
2720 


19450 

12970 

9720 

7780 

6480 
5560 
4860 
4320 

3890 

3540 
3240 
2990 


21150 

14100 

10570 

8460 

7050 
6040 
5290 
4700 
4230 

3850 
3520 
8250 


22810 

15210 

11410 

9120 

7600 
6520 
5700 
5070 
4560 

4150 
3800 
3510 


24440 
16290 
12220 

9780 

8150 
6980 
6110 
5430 

4890 

4440 
4070 
3760 


26030 
17350 
13020 
10410 

8680 
7440 
6510 
5780 
5210 

4730 
4340 


27590 
18400 
13800 
11040 

9200 
7880 
6900 
6130 
5520 

5020 
4600 


13 


4000 
3720 
3470 

3250 
3060 
2890 


4240 


14 
15 

16 
il 


1470 
1380 

1290 
1210 
1150 


1750 
1630 

1530 
1440 
1360 


2010 

1880 

1760 
1660 
1570 


2280 
2120 

1990 
1870 
1770 


2530 
2360 

2210 
2080 
1970 


2780 
2590 

2430 
2290 
2160 


3020 
2820 

2640 
2490 
2350 


3260 
3040 

2850 
2680 
2530 


3490 
3260 

3050 

2880 
2720 


3940 

3680 

3450 
3250 
3070 





Section No. A 135. 


Distance between 


i- 


51/ X 4'/ 






supports in 


/e'^ 


\'' 


tV^ 


i" 


H'' 


feet. 


11.0 lbs. 
per ft. 


12.8 lbs. 
per ft. 


14.5 lbs. 
per ft. 


16.2 lbs. 
per ft. 


17.8 lbs. 
per ft. 


19.5 lbs. 
per ft. 


2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 


12500 
8330 
6250 
5000 
4170 
3570 
3120 
2780 
2500 

2270 
2080 
1920 


14410 
9610 
7200 
5760 
4S00 
4120 
3600 
3200 
2880 

2620 
2400 
2220 


16280 

10850 

8140 

6510 

5430 
4650 
4070 
3620 
3260 

2960 
2710 
2500 


18100 
12070 
9050 
7240 
6030 
5170 
4520 
4020 
3620 

3290 
3020 

2780 


19880 

13250 

9940 

7950 

6630 
5680 
4970 
4420 
3980 
3610 
3310 
3060 


21620 
14420 
10810 
8650 
7210 
6180 
5410 
4810 
4320 

3930 
3600 
3330 


14 
15 
16 
17 
18 


1790 
1670 
1560 
1470 
1390 


2060 
1920 

1800 
1700 
1600 


2330 
2170 
2030 
1910 
1810 


2590 
2410 
2260 
2130 
2010 


2840 
2650 

2490 
2340 
2210 


3090 
2880 
2700 
2540 
2400 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^\^ span. 



128 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

XJN£:QU/1lI. x^sgs. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 











Section No. 


A 105. 








Distance 








6' 


f X Zi'f 










between 






















sup- 


3// 


7 // 


i'^ 


9 // 1 3// 


11// 


3>f 


13// 


U„ 


1 

15// 


1" 






16 


16 \ 8 


16 


4 


16 


8 


16 


ports 






















in feet. 


11.7 


13.5 


15.3 


17.1 


18.9 


20.6 


22.4 


24.0 


25.7 


27.3 


28.9 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 




per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


2 


17300 


19980 


22600 


25160^ 27670 


30130 


32550 


34910 


37230 


39510 


41630 


3 


11540 


13320 


15060 


16770; 18450 


20090 


21700 


23270 


24820 


26340 


' 27750 


4 


8650 


9990 


11300 


12580 13840 


15070 


16270 


17460 


18620 


19760 


20810 


5 


6920 


7990 


9040 


10060 11070 


12050 


13020 


13960 


14890 


15800 


16650 


6 


5770 


6660 


7530 


8390 9220 


10040 


10850 


11640 


12410 


13170 


13880 


7 


4940 


5710 


6460 


7190 ! 7910 


8610 


9300 


9970 


10640 


11290 


11890 


8 


4330 


4990 


5650 


6290' 6920 


7530 


8140 


8730 


9310 


9880 


10410 


9 


3850 


4440 


5020 


55901 6150 


6700 


7230 


7760 


8270 


8780 


9250 


10 


3460 


4000 


4520 


5030 


5530 


6030 


6510 


6980 


7450 


7900 


8330 


11 


3150 


3630 


4110 


4570 


5030 


5480 


5920 


6350 


6770 


7180 


7570 


12 


2880 


3330 


3770 


4190 


4610 


5020 


5420 


5820 


6210 


6590 


6940 


13 


2660 


3070 


3480 


3870 


4260 


4640 


5010 


5370 


5730 


6080 


6400 


14 


2470 


2850 


3230 


3590 


3950 


4300 


4650 


4990 


5320 


5640 


5950 


15 


2310 


2660 


3010 


3350 ; 3690 


4020 


4340 


4650 


4960 


5270 


5550 


16 


2160 


2500 


2820 


3150 


3460 


3770 


4070 


4360 


4650 


4940 


5200 


17 


2040 


2350 


2660 


2960 ! 3260 


3550 


38.J0 


4110 


4380 


4650 


4900 


18 


1920 


2220 


2510 


2800 3070 


3350 


3620 


3880 


4140 


4390 


4630 


19 


1820 


2100 


2380 


2650 2910 


3170 


3430 


3680 


3920 


4160 


4380 


20 


1730 


2000 


2260 


2520 


2770 


3010 


3250 


3490 


3720 


3950 


4160 


21 


1650 


1900 


2150 


2400 


2640 


2870 


3100 


3320 


3550 


3760 


3960 


22 


1570 


1810 


2050 


2290 


2520 


2740 


2960 

1 


3170 


3380 


3590 


3780 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^ span. 



CAMBRIA STEEL. 



129 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 











Section Ho. 


A 107. 








Distance 










6 


'/ X 4^^ 








between 




















sup- 


r' 


tV' 


¥^ 


tV' 


r' 


W' 


3// 
4 


«'' 


i'^ 


i-F' 


Iff 


ports 
























in feet. 


12.3 


14.3 


16.2 


18.1 


20.0 


21.8 


23.6 


25.4 


27.2 


28.9 


30.6 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 




per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


2 
3 
4 
5 


17700 

11800 

8850 

7080 


20430 

13620 

10230 

8170 


23120 

15410 

11560 

9250 


25750 
17160 
12870 
10300 


28320 
18880 
14160 
11330 


30850 
20570 
15420 
12340 


33330 
22220 
16660 
13330 


35760 
23840 

17880 
14300 


38140 
25430 
19070 
15260 


40480 
26990 
20240 
16190 


42780 
28520 
21390 
17110 


6 
7 
8 
9 
10 


5900 
5060 
4420 
3930 
3540 


6810 
5840 
5110 
4540 
4090 


7710 
6600 
5780 
5140 
4620 


8580 
7360 
6440 
5720 
5150 


9440 
8090 
7080 
6290 
5660 


10280 
8810 
7710 
6860 
6170 


11110 
9520 
8330 
7410 
6670 


11920 

10220 

8940 

7950 

7150 


12710 

10900 

9540 

8480 

7630 


13490 

11570 

10120 

9000 

8100 


14260 

12220 

10700 

9510 

8560 


11 
12 
13 
14 
15 


3220 
2950 
2720 
2530 
2360 

2210 


3720 
3410 
3140 
2920 
2720 

2550 


4200 
3850 
3560 
3300 
3080 

2890 


4680 
4290 
3960 
3680 
3430 

3220 


5150 
4720 
4360 
4050 
3780 


5610 
5140 
4750 
4410 
4110 


6060 
5550 
5130 
4760 
4440 


6500 
5960 
5500 
5110 
4770 


6930 
6360 
5870 
5150 
5090 


7360 
6750 
6230 

5780 
5400 


7780 
7130 
6580 
6110 
5700 


16 


3540 
3330 
3150 
2980 
2830 


3860 
3630 
3430 
3250 
3080 


4170 
3920 
3700 
3510 
3330 


4470 

4210 
3970 
3760 
3580 


4770 

4490 
4240 
4020 
3810 


5060 

4760 
4500 
4260 
4050 


5350 


17 
18 
19 
20 


2080 
1970 
1860 
1770 


2400 
2270 
2150 
2040 


2720 
2570 
2430 
2310 


3030 
2860 
2710 
2570 


5030 
4750 
4500 
4280 


21 
22 


1690 
1610 


a- 
1950 
1860 


2200 
2100 


2450 
2340 


2700 
2570 


2940 
2800 


3170 
3030 


3400 
3250 


3630 
3470 


3860 
3680 


4070 
3890 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 



130 



CAMBRIA ST53EIi. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA ANGLES. 

XTNJSQXJAX^ XmEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of angle. 









Section No 


. A 109. 








Distance 






7'' X ^'f 










between 
















sup- 


tV^ 


¥' 


A'' 


f" 


H" 


3// 
4 


{¥' 


¥' 


ir 


1'^ 


ports 




17.0 


















in feet. 


15.0 


19.1 


21.0 


23.0 


24.9 


26.8 


28.7 


80.5 


32.3 




lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 


lbs. 




per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


per ft. 


4 
5 


13360 
10690 


15140 
12120 


16900 
13520 


18570 
14850 


20260 
16210 


21910 
17530 


23530 
18830 


25110 
20090 


26670 
21340 


28210 
22560 


6 

1 

9 
10 


8910 
7640 
6680 
5940 
5340 


10100 
8650 
7570 
6730 
6060 


11270 
9660 
8450 
7510 
6760 


12380 

10610 

9280 

8250 

7430 


13510 

11580 

10130 

9010 

8100 


14600 

12520 

10950 

9740 

8760 


15690 
13450 
11770 
10460 
9410 


16740 
14350 
12560 
11160 
10050 


17780 
15240 
13340 
11850 
10670 


18800 
16120 
14100 
12540 
11280 


11 
12 
13 
14 
15 


4860 
4450 
4110 
3820 
3560 


5510 
5050 
4660 
4330 
4040 


6150 

5630 
5200 
4830 
4510 


6750 
6190 
5710 
5310 
4950 


7370 
6750 
6230 
5790 
MOO 


7970 
7300 
6740 
6260 

5840 


8560 
7840 
7240 
6720 
6280 


9130 

8370 
7730 
7180 
6700 


9700 
8890 
8210 
7620 
7110 


10260 
9400 
8680 
8060 
7520 


16 
17 


3340 
3140 

2970 


3790 
3560 

3370 


4230 

8980 

3760 

3560 
3380 


4640 
4370 

4130 
3910 
3710 


5070 
4770 

4500 

4270 
4050 


5480 
5150 


5880 
5540 


6280 

5910 
5580 
5290 
5020 


6670: 

6280 ! 

59301 
5620 
5330; 


7050 
6640 


18 


4870 
4610 
4380 


5230 
4950 
4710 


6270 


19 
20 


2810 
2670 


3190 
3030 


5940 
5&i0 


21 
22 
23 
24 


2550 
2430 
2320 
2230 


2880 
2750 
2630 
2520 


3220 
3070 
2940 
2820 


3540 
3380 
3230 
3090 


3860 
3680 
3520 
3380 


4170 
3980 
3810i 
36.50 

1 


4480 
4280 
4090 
3920 


4780 
4570 
4370 
4190 


5080 
4850 

4&io; 

4450; 

i 


5370 
5130 
4910 
4700 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = g^^ span. 



CAMBKIA STEEL. 131 


SAFE LOADS IN POUNDS UNIFORMLY DIS- 




TRIBUTBD FOR CAMBRIA T-BARS. | 






ISLXXTJAILm X^iSCS^S. 


Safe loads below are figured for fibre stress of 16000 pounds per square 
include weight of T-Bar. 


inch and 


Section 
Number. 


Width 

of 

Flange. 


Depth 

of 

Bar. 


Weight 
per 
Foot. 


Center to Center of Bearlngrs 
in Feet, 


Inches. 


Inches. 


Lbs. 


2 


3 


4 


5 


6 


7 


8 


9 


10 


11 


12 


T 5 


1 


1 


1.0 


180 


120 


90 


70 


60 


50 


40 




. . 


, . 


. . 


T181 


1% 


^% 


1.4 


280 


190 


140 


110 


90 


80 


70 


60 




. . 


. . 


T183 


1^ 


Ifs 


1.6^ 


320 


210 


160 


130 


110 


90 


80 


70 








T187 


iM 


1}^ 


1.7 


350 


230 


180 


140 


120 


100 


90 


80 


. . 






T189 


m 


1% 


1.9 


450 


300 


220 


180 


150 


130 


110 


100 








T 37 
T 39 


2 
2 


2 
2 


3.7 
4.4 


1390 
1670 


920 
1110 


690 
830 


550 
670 


460 
560 


400 

480 


350 
420 


310 
370 


280 
330 


250 
300 




T 41 
T 42 


2K 
231 


234 

2M 


4.2 
5.0 


1720 
2150 


1150 
1430 


860 
1070 


690 

860 


570 
720 


490 
610 


430 
540 


380 
480 


340 
430 


310 

390 


290 
360 


T 49 


2K 


23^ 


5.6 


2630 


1750 


1310 


1050 


880 


750 


660 


580 


530 


480 


440 


T 67 
T 69 
T 73 


3 
3 

3 


3 
3 

3 


6.8 

7.9 

10.1 


3930 
4590 
5850 


2620 
3060 
3900 


1970 
2300 
2930 


1570 
1840 
2340 


1310 
1530 
1950 


1120 
1310 
1670 


980 
1150 
1460 


870 
1020 
1300 


790 

920 

1170 


720 

840 

1060 


660 

770 
980 


T 97 


3>^ 


^% 


9.3 


6570 


4380 


3290 


2630 


2190 


1880 


1640 


1460 


1310 


1200 


1100 


une:quax« z^iSgs. | 


T185 


1}^ 


1t»3 


1.5 


250 


170 


130 


100 


80 


70 


60 


. . 


. . 




, . 


T 22 


2>^ 


134 


3.0 


470 


310 


230 


190 


160 


130 


120 


100 




. . 


, . 


T 65 


3 


2>^ 


7.2 


3200 


2130 


1600 


1280 


1070 


910 


800 


710 


640 


580 


530 


T140 


4>^ 


^% 


15.9 


11340 


7560 


5670 


4540 


3780 


3240 


2840 


2520 


2270 


2060 


1890 


T169 


5 


3 


13.6 


5670 


3780 


2840 


2270 


1890 


1620 


1420 


1260 


1130 


1030 


950 


T 84 


3 


4 


9.3 


8050 


5360 


4020 


3220 


2680 


2300 


2010 


1790 


1610 


1460 


1340 


TlOl 


^% 


4 


10.0 


8240 


5490 


4120 


3290 


2750 


2350 


2060 


1830 


1650 


1500 


1370 


Fors 
allowab 


afe loa( 
le limit 


is to the right of heavy lines the deflections will be greater than the 
for plastered ceilings = -^xs span. 



132 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA 

Z-BARS. ^^^ 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of Z-bar. 



£ 


»T.A.isr 


X^ATi: 


D 3 ' Z-BJ^RS. 




Distance between 


Sec. No. Z 5. 


Sec. No. Z 9. 


Sec. No. Z 13. 


supports in 


r^ 


t-." 


3// 


t\" 


k" 


tV 


feet. 


6.7 lbs. 
per ft. 


8.4 lbs. 
per ft. 


9.7 lbs. 
per ft. 


11.4 lbs. 
per ft. 


12.5 lbs. 
per ft. 


14.2 lbs. 
per ft. 


2 
3 
4 
5 

6 


10200 
6800 
5100 
4080 

3400 


12700 

8470 
6350 
5080 

4230 


13700 
9130 
6850 
5480 

4570 


15900 

10600 

7950 

6360 

5300 


16300 

10870 

8150 

6520 

5430 


18300 

12200 

9150 

7320 

6100 


I 

9 
10 

11 
12 


2910 
2550 
2270 
2040 

1850 
1700 


3630 
3180 
2820 
2540 

2310 
2120 


3910 
3430 
3040 
2740 

2490 
2280 


4540 
3980 
3530 
3180 

2890 
2650 


4660 
4080 
8620 
3260 

2960 
2720 


5230 
4580 
4070 
3660 

3330 
3050 



STANOARD 4 ' Z-BARS. 



Distance between 


Sec. 


No. Z 21. 


Sec. No. Z 25. 


Sec. No. Z 29. 


\" 


tV 


3// 


_7 // 
T6 


¥' 


t\" 


i" 


w 


i" 


supports in 
feet. 


8.2 

lbs. 
per ft. 


10.3 

lbs. 
per ft. 


12.4 

lbs. 
per ft. 


13.8 

lbs. 
per ft. 


15.8 

lbs. 
per ft. 


17.9 

lbs. 
per ft. 


18.9 

lbs. 
per ft. 


20.9 

lbs. 
p«rft. 


23.0 

1 lbs. 
per ft. 


2 
3 

t 

8 


16750 

11170 

8380 

6700 

5580 
4790 
4190 


20850 

13900 

10430 

8340 

6950 
5960 
5210 


24900 

16600 

12450 

9960 

8300 
7110 
6230 


25750 
17170 

12880 
10300 

8580 
7360 
6440 


29350 
19570 
14680 
11740 

9780 
8390 
7340 


32950 
21970 
16480 
13180 

10980 
9410 
8240 


32300 
21530 
16150 
12920 

10770 
9230 
8080 


35500 
23670 
17750 
14200 

11830 
10140 

8880 


38700 
25800 
19350 
15480 

12900 
11060 

9680 


9 
10 

11 
12 
13 
14 


3720 
3350 

3050 
2790 
2.580 
2390 


4630 
4170 

3790 

3480 
3210 
2980 


5530 
4980 

4530 
4150 
3830 
3560 


5720 
5150 

4680 
4290 
3960 
3680 


6520 

5870 

5340 
4890 
4520 
4190 


-7320 
6590 

5990 
5490 
5070 
4710 


7180 
6460 

5870 
5380 
4970 
4610 


7890 
7100. 

6450 
5920 
5460 
5070 


8600 
7740 

7040 
64.50 
5950 
5530 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^ span. 

For complete and exact dimensions of Z-bars see page 39. 



CAMBRIA STEEL. 



133 



SAFE LOADS IN POUNDS UNIFORMLY DIS- 
TRIBUTED FOR CAMBRIA , 

Z-BARS. 



Safe loads below are figured for fibre stress of 16 000 pounds per 
square inch and include weight of Z-bar. 



STANDARD S' Z-BARS. 



Distance between 


Sec. No. Z 37. 


Sec. No. Z 41. 


Sec. No. Z 45. 


tV 


r^ 


tV' 


¥' 


tV 


1" 


H" 


r' 


W 


supports in 
feet. 


11.6 

lbs. 
per ft. 


13.9 

lbs. 
per ft. 


16.4 

lbs. 
per ft. 


17.9 

lbs. 
per ft. 


20.2 

lbs. 
per ft. 


22.6 

lbs. 
per ft. 


23.7 

lbs. 
per ft. 


26.0 

lbs. 
per ft. 


28.3 

lbs. 
per ft. 


2 
3 
4 
5 
6 

I 

9 
10 


28500 

19000 

14250 

11400 

9500 

8140 

7130 

6330 

5700 


34100 

22730 

17050 

13640 

11370 

9740 

8530 

7580 

6820 


39700 

26470 

19850 

15880 

13230 

11340 

9930 

8820 

7940 


40950 
27300 
20480 
16380 
13650 
11700 
10240 
9100 
8190 


46000 
30670 
23000 
18400 
15330 
13140 
11500 
10220 
9200 


51050 
34030 
25530 
20420 
17020 
14590 
12760 
11340 
10210 


50500 
33670 
25250 
20200 
16830 
14430 
12630 
11220 
10100 


55100 
36730 
27550 
22040 
18370 
15740 
13780 
12240 
11020 


59750 
39830 
29880 
23900 
19920 
17070 
14940 
13280 
11950 


11 
12 
13 
14 
15 
16 


5180 
4750 
4380 
4070 
3800 
3560 


6200 
5680 
5250 
4870 
4550 
. 4260 


7220 
6620 
6110 
5670 
5290 
4960 


7450 
6830 
6300 
5850 
5460 
5120 


8360 
7670 
7080 
6570 
6130 
5750 


9280 
8510 
7850 
7290 
6810 
6380 


9180 
8420 
7770 
7210 
6730 
6310 


10020 
9180 
8480 
7870 
7350 

6890 


10860 
9960 
9190 
8540 
7970 
7470 



SXAKDARD 6' Z-BARS. 



Distance between 


Sec. No. Z 53. 


Sec. No. Z 57. 


Sec. No. Z 61. 


3// 


tV' 


r 


tV 


¥^ 


i¥' 


3// 
4 


«" 


Iff 

8 


supports in 

feet, 


15.6 

lbs. 
per ft. 


18.3 

lbs. 
per ft. 


21.0 

lbs. 
per ft. 


22.7 

lbs, 
per ft. 


25.4 

lbs. 
per ft. 


28.1 

lbs. 
per ft. 


29.3 

lbs. 
per ft. 


31.9 

lbs. 
per ft. 


34.6 

lbs. 
per ft. 


2 
3 
4 
5 
6 
7 
8 
9 
10 

11 
12 


45000 

30000 

22500 

]8000 

15000 

12860 

11250 

10000 

9000 

8180 

7500 


52450 
34970 
26230 
20980 
17480 
14990 
13110 
11660 
10490 

9540 
8740 


59850 
39900 
29930 
23940 

19950 
17100 
14960 
13300 
11970 
10880 
9980 


61600 
41070 
30800 
24640 
20530 
17600 
15400 
13690 
12320 
11200 
10270 


68400 
45600 
34200 
27360 
22800 
19540 
17100 
15200 
13680 
12440 
11400 


75200 
50130 
37600 
30080 
25070 
21490 
18800 
16710 
15040 
13670 
12530 


74900 
49930 
37450 
29960 
24970 
21400 
18730 
16640 
14980 
13620 
12480 


81150 
54100 
40580 
32460 
27050 
23190 
20290 
18030 
16230 
14750 
13530 


87450 
58300 
43730 
34980 
29150 
24990 
21860 
19430 
17490 
15900 
14580 


13 
14 
15 
16 
17 
18 


6920 
6430 
6000 
5630 
5290 
5000 


8070 
7490 
6990 
6560 
61.0 
5830 


9210 
8550 
7980 
7480 
7040 
6650 


9480 
8800 
8210 

7700 
7250 
6840 


10520 
9770 
9120 
8550 
8050 
7600 


11570 

10740 

10030 

9400 

8850 
8360 


11520 
10700 
9990 
9360 
8810 
8320 


12480 
11590 
10820 
10140 
9550 
9020 


13450 
12490 
11660 
10930 
30290 
9720 



For safe loads below heavy lines the deflections will be greater than the allowable 
limit for plastered ceilings = ^^^ span. 

For complete and exact dimensions of Z-bars see page 39. 



184 



CAMBRIA STEEL. 



GENERAL FORMULiB FOR FLEXURE OF BEAMS, 



A = 

d = 

1 = 

L = 

W = 

F = 
F' = 

D = 

Dwi 

N = 



H = 

H' = 

M = 
I = 



NOTATION. 

Area of Section in square inches. 

Depth of Cross Section in inches. 

Length of Span in inches. 

Length of Span in feet. 

Stress in extreme fibre of section in pounds per square inch. 

Distance of Center of Gravity of Section from extreme fibre in inches. 

Total Load, in pounds. Uniformly Distributed, including the Weight of Beam. 

Total Superimposed or Live Load, in pounds. Uniformly Distributed. 

Total Weight of Beam, in pounds. Uniformly Distributed. 

Total Safe Load, in pounds. Uniformly Distributed. 

Load, in pounds, concentrated at any point. 

Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, 

for a fibre stress of 16 000 pounds per square inch for a span of one foot. 
Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, 

for a fibre stress of 12 500 pounds per square inch for a span of one foot. 
= Total Deflection of Beam, in inches, due to weight W. 

and Dp = Deflections of Beams, in inches, due to the weights Wj and P respec- 
tively. 
Coefficient of Deflection of the Tables of Properties = Deflection, in inches, 

due to a total load of 1 000 pounds uniformly distributed for a span of one 

foot. 
Coefficient of Deflection of the Tables of Properties = Deflection, in inches, 

due to a superimposed load of 1 000 pounds, concentrated at the middle of 

a Beam with a span of one foot. 
Coefficient of Deflection, in inches, for fibre stress of 16 000 pounds per square 

inch, for any section used as a Beam subjected to its safe load Uniformly 

Distributed. (See table, page 68.) 
Coefficient of Deflection, in inches, for fibre stress of 12 500 pounds per square 

inch for any section used as a Beam subjected to its safe load Uniformly 

Distributed. ( See table, page 68. ) 
Total Bending Moment, in inch pounds, due to the Weight of Beam and 

Superimposed Load. 
Moment of Inertia, in inches^, Axis through Center of Gravity. 
Moment of Inertia, in inches* Axis parallel to above but not through 

Center of Gravity. 

Distance, in inches, between these Axes. 

Section Modulus in inches^. 

Radius of Gyration in inches. 

Modulus of Elasticity, in pounds, per square inch (Steel = 29 000 000). 



S = 



GENERAL FORMUL/E 

Ii = I + Av2 
MXj 



Or for Symmetrical Section M 



,^ pi c ' ^IXi M 

For Beam supported at both ends and Uniformly Loaded : 



2pl 

d 



8pS 



.-. W = (Wi + W2) = 
SAFE LOADS. 



8pl 

IXi 



8pS 

1 



F = — — where p = 16 000 pounds and 1 



12" therefore F = — 16 000 S 
o 

F/ = ?p5. where p = 12 500 pounds and 1 = 12'' therefore F' = |- 12 500 S 
1 o 

To obtain the Safe Load for any span in feet, for fibre stress of 16000 pounds per 
square inch : 

Safe Load = Wg = — z = y- 

To obtain the Safe Load for any span in feet, for fibre stress of 12 500 pounds per 

square inch : 

c r T ^ w 2 12500 S F' 
Safe Load = W, == -^ = = -j- 

O Lt Li 



CAMBRIA STEEL. 13^ 



GENERAL FORMULA FOR FLEXURE OF BEAMS. 

Continued. 

DEFLECTIONS. 

(1) Beam supported at both ends and Uniformly Loaded : 

5 W13 5 (Wi + Wg)!^ 



Deflection for Total Load = D = 



384 El 384 El 

6 Wil3 



Deflection for Superimposed Load = Dwi =i 

(2) Beam supported at both ends with load concentrated at the middle : 

Deflection for Total Load = D = -^^j + -^ -^ 

P13 

Deflection for Superimposed Load = D^ == •■ .p-t^. - 

^ 4oii.l 

(3) Beam fixed at one end, unsupported at the other, and Uniformly Loaded : 

Deflection for Total Load = D = ^, = ^^^ tJ^^^ ^' 

8EI 8E1 

Wiis 

. Deflection for Superimposed Load = Dwj — -^py— 

(4) Beam fixed at one end, and unsupported at the other, with load concentrated 

at the unsupported end : 

P13 Wol3 

Deflection for Total Load = D = —^ + 



3EI ' 8EI 

P13 

Deflection for Superimposed Load = D„ = ^rgrr 
1 = 12'' 

P13 

N' = -ToWT' '^vh^^e P = 1 000 pounds and 1 = 12^' 
Total Deflection, in inches, due to a Beam Uniformly Loaded for any span in 
feet - D - ^^LS _ N ( W^ + Ws) L3 

teet_u_ ^^^^ 1 000 . - - 

Total Deflection, in inches, due to a Superimposed Load P and the Weight of 

N'PL3 NWnL3 

Beam Wo for any span in feet = D = -^ !- j—— 

^ ^ . 1 000 1 000 

FOR SYMMETRICAL SECTIONS. 

XT 

Total Deflection, in inches, for a fibre stress of 16 000 lbs. per square inch = D = -t- 

H' 
Total Deflection, in inches, for a fibre stress of 12 500 lbs. per square inch = D = — r- 

FOR UNSYMMETRICAL SECTIONS. 

Total Deflection, in inches, for a fibre stress of 16 000 pounds per square inch 

= " = ^. . . 

Total Deflection, in inches, for a fibre stress of 12 500 pounds per square inch 



136 



CAMBRIA STEEL. 



BENDING- MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 



\V = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis- 
tributed. 

P, Pi, Pg, P3 = Loads, in lbs., con- 
centrated at any points. 

The ordinates in diagrams give the 
on beam. For superimposed load only 



M = Total Bending Moment, in inch-lbs. 

M^i,Mp=BendingMoments,in inch-lbs., 
due to W eights Wj and P respectively. 

I =3 Moment of Intertia, in inches^. 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs. per 
square inch = 29 000 000 for steel. 

Wg = Total Safe Load, in lbs., uni- 
formly distributed, including weight of 
beam = Total Safe Load of Tables, 
bending moments for corresponding points 
, m ike Wg in formulae equal to zero. 



(1) 



Beam Supporied at both ends 
and Uniformly Loaded, 




Diagram for Total Load : — 

Wl 
Draw parabola having M = -— 



Safe Superimposed Load, in lbs., uni- 
formly distributed, W'g = Wg — Wg. 

Maximum Bending Moment at middle 
TVT Wl (Wl + Wg) 1 

of beam = M = --- = ^^ — ^^-^- -^-^. 

8 

Maximum Shear at points of sup- 

port = — == 2 • 

5 W13 



Maximum Deflection = 
5 (Wl + Wg) 13 

384 EI 



384 EI 



(2) Beam Supported at both ends 
with Load Concentrated 
at the Middle. 




Diagram for Superimposed Load :— - 

PI 
Draw triangle having Mp = — 

Diagram for Dead Load similar to Cased) 



Safe Superimposed Load, in lbs., con- 
W, — Wg 
centrated, Pg = — ^^r -. 

Maximum Bending Moment at middle 

of beam =M = — - -j -2-, 

4 8 

Maximum Shear at points of support = 
P 4- Wo 



.. T. r. . P13 , 5 Wo 13 

Max. Deflection = 777^^^ + 



48EI ' 884 EI 



(3) Beam fixed at one end, Unsup- 
ported at the other and 
Uniformly Loaded. 




Diagram for Total Load :— 



Wl 
Draw Parabola having M = -^ 



Safe Superimposed Load, in lbs., uni- 



formly distributed, W'g 



Ws 



— W... 



Maximum Bending Moment at point of 
Wl (Wl -f Wg) 1 
support = -J = 2 ' 

Maximum Shear at point of support = 
W = Wl + Wg. 

,c T. « . WIS (Wi + W2)13 

Max. Deflection = ^== %eI ' 



CAMBRIA STEEL. 



137 



BENDING- MOMENTS AND DEFLECTIONS 
BEAMS OF UNIFORM SECTION. 



FOR 



W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis- 
tributed. 

P, Pi, p2, P3 = Loads, in lbs., con- 
centrated at any points. 

The ordinates in diagrams give the 
on beam. For superimposed load only, 



M = Total Bending Moment, in inch-lbs. 

M„l,Mp= Bending Moments,in inch-lbs., 
due to Weights Wj and P respectively. 

I = Moment of Inertia, in inches*. 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs. per 
square inch = 29 000 000 for steel. 

Wg = Total Safe Load, in lbs., uni- 
formly distributed, including weight of 
beam = Total Safe Load of Tables, 
bending moments for corresponding points 
make W2 in formulae equal to zero. 



(4) Beam fixed at one end, and Un- 
supported at the other, with 
Load Concentrated 
at the fr«e end. 




Safe Superimposed Load, in lbs., con- 
centrated, Pg = — ^— ^- 

' a ' . - - 

Maximum Bending Moment at point of 

Wo 1 

support = PI -f —^ • 

£1 



Diagram for Superimposed Load :— 

Draw triangle having Mp =. PI, 

Diagram for Dead Load similar to Case (3) 



Maximum Shear at point of support = 
P + W2. 

«>r . T. . . Pl^ . W2I3 

Maximum Deflection = jr^^ -\ — -t,^ . 



(6) Beam Supported at both ends 
with Load Concentrated at 
any point. 



Safe Superimposed Load, in lbs., con- 
Wgl2 — 4aW2(l — a) 



centrated, Pg = 



Sab 




Maximum Bending Moment under load 
a(2Pb + Wtl — W2a) 

21 ' Pb Wa 

Max. Shear at Sup, near a = -r- + -^ • 

Max. Shear at Sup. nearb — —■ -\- -—^. 

at distance x from left 
I pal-aq t 
31EI L : 3 J 



Diagram for Superimposed Load :— 

Draw triangle having Mp == — j— • 

Diagram for Dead Load similar to 
Case (1) : .- -. .: .:: 



Deflection 
support = 

[Pb + 

x=-^ 



^i<._VM 



^J] 



2al — a2 



3 - - 2al 
Distance, from left 



support, of point of maximum deflection 
for superimposed load. ' - - 



(6) Beam Supported at both ends 
witb two Symmetrical Loads. 




Diagram for Superimposed Load : — 

Draw trapezoid having Mp =^ Pa. 

Diagram for Dead Load similar to Case(l) 



Safe Superimposed Load, in lbs., con- 

J ^ „ Wgl — W2I 
centrated, each, Pg =^ — ^-^ 

Maximum Bending Moment at center 
W.l 
of beam ^=^ Pa -1 ~ • 

Maximum Shear at points of support = 
2P + W2 

2 
Maximum Deflection = 

ZtElV*' **/+384 EI 



138 



CAMBKIA STEEL. 



BENDING- MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 



W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wj = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

Wg = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis- 
tributed. 

P, Pi, P2, P3 = Loads, in lbs., con- 
centrated at any points. 

The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W2 in formulae equal to zero. 



M = Total Bending Moment, in inch-lbs. 

M^l, Mp = Bending Moments, in inch- 
lbs., due to Weights Wj and P respectively. 

I = Moment of Inertia, in inches*. 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs., per 
square inch = 29 000 000 for steel. 

W. = Total Safe Load, in lbs., uni- 
formly distributed, including the weight 
of beam = Total Safe Load of Tables. 



(7) Beam Supported at both ends 
with Loads Concentrated at 
various Points. 




The total bending moment at any 
point produced by all the weights is 
equal to the sum of the moments at 
that point produced by each of the 
weights separately. 

Diagram for Dead Load similar to 
Case (1) 



The Maximum Bending Moment occurs 
at the point where the vertical shear 
equals zero and will be at one of the 
loads P, Pi, or P2 depending upon their 
amounts and spacing if W2 is neglected. 

Let R = Reaction at Left Support. 
Bending Moment at P = 
W2 a2 



Mp = Ra 



21 



Bending Moment at Px = 
Mpi = Rai~ [^'.HP(ai-^a)]. 

Bending Moment at Pj = Mp2 = Ra^ — 
[^' + P,(a2-ai)+P(a5-a)], 

Shear or Reaction at Left Support = 



P2 bs + Pi bi + Pb 



+ 



W, 



1 '2 

Shear or Reaction at Right Support = 
Pa ag + Pi ai + Pa , Wg 
1 "^ 2 ' 

Diagram for Superimposed Load:— - 
Draw as in Case (5) the Ordinates FC, 
GD and HE representing the bending 
moments due to loads P, Pi and Pg re- 
spectively. Produce FC to P, making PC 
= FC + IC + JC ; GD to Q, making 
QD = GD + KD -f LD ; and HE to R, 
making RE = HE + ME + NE. Join 
the points A, P, Q, R and B, then the 
ordinates between A B and polygon A P 
Q R B will represent the bending momcnu 
for corresponding points on beam. 



CAMBRIA STEEL. 



189 



BENDING- MOMENTS AND DBPLBCTIONS 
BEAMS OP UNIFORM SECTION. 



FOR 



W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs,, uniformly distributed, 

Wg = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis- 
tributed. 

P, Pi, P2, P3 = Loads, in lbs., con- 
centrated at any points. 

The ordinates in diagrams give the 
on beam. For superimposed load only, 



M= Total Bending Moment, in inch-lbs. 

M^i, Mp = Bending Moments, in inch- 
lbs., due to Weights Wj and P respectively. 

I = Moment of Inertia, in inches^. 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs., per 
square inch = 29000000 for steel. 

Wg = Total Safe Load, in lbs., uni- 
formly distributed, including the weight 
of beam = Total Safe Load of Tables, 
bending moments for corresponding points 
make Wg in formulae equal to zero. 



(8) 



Beam Fixed af both ends and 
Uniformly Loaded. 




Diagram for Total Load: — Draw 
Wl 
parabola having M = -^. Also A A' 

o 

parallel to base and at a distance 

Wl 
M' = ^pr- . The Vertical distances 

between the parabola and line A A' 
are the moments for corresponding 
points on beam. 



Safe Superimposed Load, in lbs., uni- 
formly distributed, Wg = f Wg •— Wg. 

Distance of points of contra-flexure 
from supports = .21131. 

Maximum Bending Moment at points 
Wl (Wi+Wo)! 
ofsupport = — = ^ 12 ' 

Bending Moment at middle of beam == 
Wl ^ (Wl + W2) 1 

24 24 

Maximum Shear at points of support = 

W1 + W2 
2 

Maximum Deflection = 
(Wi4-W2)13 
384EI 



W13 
384EI 



(9) Beam Fixed at both ends with 
Load Concentrated at the 
Middle. 




Diagram for Superimposed Load :— 
PI 
Draw triaogle having M = -^. Also 

A A' parallel to base and at a distance 

PI 
M' = — . The Vertical distances be- 

o 

tween the triangle and line A A' are 
the moments for corresponding points 
on beam. 

Diagram for Dead Load similar to 
Case (8) 



Safe Superimposed Load, in lbs., con- 
centrated, Pg = Wg — I W2. 

Distance of points of contra-flexure 
from supports = ^\. 



Maximum^ Bending Moment at points of 
support 



W 



8 ^ 12 



1 
2* 



Bending Moment at middle of beam — 

8 "^ 24 * 



Maximum Shear at points of support 
P + W2 



P13 W ol3 

Maximum Deflection = j^^i^^^^^r? + 



192EI ^ 384EI* 



140 



CAMBBIA STEEIi. 



VALUES OP MOMENTS OF INERTIA FOR STAND- 
ARD AND CAMBRIA SECTIONS. 





2 




^^s 




— > 

•* 


^ 


_-•, 


1 ( 


I 


1 




S 


N 


1 


!^ 


h 






^< — 

1 


2 





A = td + 2s (b— t) + 
I, Axis 1—1 = 



(b-t)S 
12 

bd3 h4-14 

12 8 



F, Axis 2^2 = ^^ + ^!'+^'=^. 
6 12 288 

Slope of flange = g = r — - = -^ for standard sections. 
b — t 6 

- h = d-2s. - l = h — g(b-t). 



tl h d 

1 


. 2 ■ 



A = td + 2s (b— t) «^- 



(b-t)2 



[b2s + ^ + 



ht2 (b-t)2 (b + 2t) 



18 



]-^A. 



T A . 1 -, ^^3 h4-14 

I,Axisl-l = ^--^^. 

b4_t4- 
12~ 



1 r b4 — t^n 

I', Axis 2-2 = \ L2sb3 + Its +-^^J _ 



Ax2. 



Slope of flange = g = r^r- : =— - for standard sections. 

2(b^— t} 6 



h = d-2s. 



l=h~2g(b-t). 



^v-^- 



\ 



■i<-X-5' 



\i 



1 ^ 



A -^ t (2a — t), 

_ a2+at— 12 
- --"^ 2(2a-t)' 



I, Axis l-^l =- 



t(a— x)3+ax3— (a— -t) (x— 1)3 



.1", Axis 2=^ 2 



!x4-2(x-t)H t[a-(2x-|-)]^ 




A = t(a +b — t). 



t(2a-'+b)4=a^2. 



;/ t(2b'+a)+b' 



I, Axis 1 — 1 =^ 



lVAxis2 — 2 = 



2(a'+b) • 2(V+a) 

[(2x— t)b(b— 2x0+(2x^-t)(a— t)(a+t-2x)3t, 
2(1'-1) 
t(a— x)3+bx3~(b— t)(x— 1)3 



t(b— x')3+ax'3— (a— t)(x^— 1)3 



I'^ Axis 3 — 3 



Icosgg— Psin2a. 
cos 2a 



CAMBRIA STEEL. 



141 



VALUES OF MOMENTS OP INERTIA FOR STAND- 
ARD AND CAMBRIA SECTIONS. 



^ 



1 — 



a^ 



^ZZJi 



af-\ — >i 



2 ^ 



A -= Lb + 2 (a — t)] t. 



I, Axis 1 — 1 — 



ab3 — a^ (b — 2t)a 
12~ ~ 



F, Axis 2 — 2 
I'' Minimum, Axis 3 — 3 



b (a + a') 3_2a'3b'— 6a'a2b' 



12 

V cos2a — I sin2a 
cos 2a 






1+ 



Mb- 



X, 



ST 



: d 

ii 



A ^ Lii±^^ + n' ti + b' (s + n'). 



3s2(b-ti)+2b' s' (sH3s)+3tid2-l (tj-t) (3d— 1) 



6A 



I, Axis 1-1= l M3t+t.)+4bn-a-2bva _^^^_^,^^ 



I', Axis 2—2 = 



sb3+s'ti3+It3 s'b'[2b'2+(2b'+3ti)2] 



12 



36 



2 



stfi 



kt 



k 



Id 



I 



l(ti -t)[(ti-t)2+2(ti+2t)2 ] 
144 

e = Area of head. 
A = e + t (d ™ k) + (b - t) (s + --) ■ 

e (2d-"k) + t (d-"k)2 + (b~t) (s2 + ss' -h j) 

^ = " 2A ^ ^ 

h Axis 1^1 == e [- + [d- -^ } J + ^3 

, b' s'3 + 2bs3 



F. Axis 2 2^^^' ^ t3(I+ s O+^b 3 , s^b^[2V2+(2b^+3t )2] 



16 • 12 



— A (x— s)2. 

I 5 



36 



142 



CAMBRIA STEEIi. 



PROPERTIES OP VARIOUS SECTIONS. 



Sections. 



Area of Seciion. 
A 



Distance from Neutral 

Axis to Extremities 

of Section. 

X and xi 



-a-^ 



-A" 



xi 



mi 



;=? 



ai a 



-& 



1 



a2 



a2 — ai2 



xi = 



"^=-2 




xi = —^= .707a 



^tl! 



L-±.- 



bd 



Xi = 



d 



bd 



XI = d 



d,d 



bd — bidi 



^1 = 2" 




bd 



bd 



xi = 



>/b2 + d2 



CAMBKIA STEEL. 148 


PROPERTIES OP VARIOUS SECTIONS. 


Moment of Inertia. 
I 


Section Modulus. 


Radius of Gyration. 


a* 
12 


a3 
6 


^ ^^Oi 


l/l2 


a* 
3~ 


aS 
3 


^ fi77T 


1/3 "•'^'' 


a4 — ai4 
12 


a4_ai4 
6a 




/a2 + a,2 
\ 12 


a4 
12 


""^ 119n« 


-— ^— = .289a 
l/l2 


6 v' 2 


bd3 
12 


bd2 
6 


d 

ooqA 


V 12 


bd3 

3 


3 


. ^177^1 


t/3 


bds — bidi^ 
12 


• 

bd3-bidiS 

6d 




/ bd3-.bidi3 

\ 12 (bd — bidi) 


b3d3 


b2d2 


bd 


6 (b2 + d2) 


6l/b2 + d2 


l/ 6 (b2 + d2) 

1 



144 



CAMBBIA STEEL. 



PROPERTIES OF VARIOUS SECTIONS. 



Sections. 



Area of Section. 
A 



Distance from Neutral 

Axis to Extrennities 

of Section. 

X and Xi 




bd 



Xj = 



d COS a-fb sin a 



bd 
2 



3 

2d 



xi 




^— b— ^ 



bd 
2 



xi = d 




7rd2 



.785d2 



xi 





7T(d2— di2) 



- .785(di=di^) 



xi 



rd2 



= .393d2 



^-1^-^- 



,, = (3!L^iLd = .288d 



6;r 




b+bi 



xi = 



b + 2bi d 

b + bi * "3 

bi + 2b d_ 

b + bi * 3 



CAMBRIA STEEL. 



146 



PROPERTIES OP VARIOUS SECTIONS. 



Moment of Inertia. 
I 



bd 
12 



(d2 cos2 a + b2 sm2 a) 



36' 



Section Modulus. 
I 



S = 



Xi 



db /d2cos2a + b2sin2a\ 
6 W cosa + b sina ^ 



Radius of Gyration. 



-^IT 



V 



d2 cos2 d + b2 sin2 a 



12 



b^ 
24 



l/l8 



- .236d 



bd3^ 
12 



bd2 
12 



V^ 



.408d 



64 



.049d4 



f^ = .098d3 



ir(d^— di^) 
64 



= .049 (d4— di4) 



TT (d4-di4) (d^di*) 

32 d— =-^^ d~ 



t/d2 + di2 



97r2 — 64 
11527r 



d4 =. .007d^ 



97r2 — 64 
192 (3?r — 4) 



' d3 = .024d3 



v/97r2 — 64 
127r 



d = ..132d 



b2 4- 4bbi + bi8 
36(b + bi) 



d3 



b2 + 4bbi + bi2 
12 (bi + 2b) 



d2 



6(b+bi) 



4 



2(b2+4bbi+bi2) 



146 



CAMBKIA STEEL. 



PROPERTIES OF VARIOUS SECTIONS. 



Sections. 



Area of Section. 

A 



Distance from Neutral 

Axis to Extrennities 

of Section. 

X and xi 






^ 




I: 




— d2 tan. 30° = 



xi 



d2 tan. 30° = .8e6d2 



xi = 



2 cos 30" 



.577d 



2d2 tan. 22|° = .828d2 



"^ = T 



TTbd 



= .785 bd 



xi 






i- 



■le 



l,lid 



td + 2b' (s + n') 



xi = 



.1 






^.Lra.-i- 



td + 2b' (s + n') 



xi = 



^■^ 






Vu^ 



td + b' (s + n') 



xi = 



Hj 



j§_h-:4Pr 



i2' 



ffi- 



td +b' (s + nO 



x=[b2s+-^4-|(b-t)2 

(b+2t)]--A 
xi — b — X 



CAMBBIA STEEL. 



147 



PROPERTIES OP VARIOUS SECTIONS. 



Moment of inertia. 
I 



Section Modulus. 



Radius of Gyration. 






A'a 



A r d2 (1+2 cos2 30O) -i 

12 L 4 cos2 30O J 

= .06d4 



A r d(l+2cos230O) "[ 
6 L 4cos2 30o J 



-.12d3 



^ /l + 2cos2 
4cos30O'Y 3 — 



3U<^ 



.264d 



A r d2 (1 + 2 cos2 30°) "| 

12 L 4 cos2 30° -I 

= .06d* 



A r d(l + 2cos2 30Q) '-| 
6 L 4 cos 30° J 



cos 30° 
104 ds 



A rd2(l + 2cos2 22|Q)" | 

12 L 4 cos2 22^o J 

= .055d4 



A r d(l + 2cos2 22^°) 1 
6 L 4 cos 22|0 J 



= .109d3 



4 cos 30° 



V^ 



2 cos2 30° 



= .264d 



____^*^ /1+2 cos2 22^° 

4 cos 22^° 'Y 3 

= .257d 



7rbd3 

64 



«= .049bd3 



7rbd2 
32 



.098bd2 



^i^[bd3^i(h4~l4)] 



i[b3(d-h) + 
+ |(b4-t4)] 



Its 



d 



-VI 



rr- 



^2[bd3-i(h4-i*)] 



12 L 8g 



d 



VT 



i[2sb3+lt3+|(b4-t4)] 



Ax2 



b — 



Vi 



148 



CAMBKIA STEEL. 



PROPERTIES OF VARIOUS SECTIONS. 



Sections. 



sT 



x^Md 






it 



I'j:^. 



1 



-icr 
x.d 

.ii 



4^ 



Area of Section. 
A 



bd — h ib - t 



bd — h ( b ~ n 



bd — h [h — i) 



Distance from Neutral 

Axis to Extremities 

of Section. 

X and Xi 



xi 



"^=^ 



d 



X 






bd — h (b — t) 



2b2s 4- ht2 
'- 2A 
Xi = b — X 



^iK 




-b^ 



td -r s (b — t) 



"^ = -2 



lid 



b£ - ht 



d-c ^ s2 (b — t) 

2A 
xi ^= d — X 



.hd 



TTs 



bs - ht - biS 



td^-s2(b— tj +s(bi— t)(2d— s) 
2A 
Xi = d ■ — X 









T 
hd 



11 



— Ht'f*~ 



bs ^ 



h (t 4- ti) 



3bsg+3th(d-fs)+h(ti— t)(h+3s) 
6A 
xi = d — X 



CAMBRIA STEEL. 



149 



PROPERTIES OP VARIOUS SECTIONS. 



Moment of Inertia. 

I 


Section Modulus. 


Radius of Gyration. 




bdS — h3(b~t) 

6d 




bd3 — h3 (b -- t) 

12 


Jbd3 _ h3 (b — t) 

\l2 [bd — h(b — t)J 




2sb3 + ht3 
6b 




2sb3 + hts 
12 


/ 2sb3 + ht3 
\12 [bd-h (b — t)] 




bd3 — h3(b — t) 

6d 




bd3 — h3(b— t) 

12 


i bd3 — h3(b — t) 
\ 12[bd — h (b — t)J 


2sb3 4- ht3 


I 


^li 


3 ^^^ 


b-x 




td3 + s3(b— t) 
6d 




td3 4- s3 (b — t) 
12 


j td3 + s3 (b - t) 
\ 12 [td+S. (b~t)] 




I 

d — X 




txi^ + bx3 _ (b — t) (x — - s)3 
3 


,'tXi3-f bx3— (b — t) (X — S)3 

^J 3(bs + ht)- 



bx3 -f biXi3— (b — t)(x — S)3 

3 

(bi=-t)(xi-s)3 

3 


I 

; . d-^x , ; 


rbx3 + biXi3-(b— t)(x — S)3 

L 3(bsH-ht + bis) 

....„ - (bi_t)(xi-s)3-1| 

3(bs+ht+bis) J 


4bs3 + h3(3t + ti) 

12 ^^"^ ^^ 


I 
d — X 


Vi 



150 CAMBRIA STEEI.. 



EXPLANATIONS OF THE TABLES OF PBOPER- 

TIES OF STANDARD AND SPECIAL I-BEAMS, 

STANDARD AND SPECIAL CHANNELS, 

STANDARD AND SPECIAL ANQLBS 

WITH EQUAL AND UNEQUAL 

LEGS, Z-BARS AND T BARS. 

PROPERTIES OF I-BEAMS. 
Pages 156 to 159 inclusive. 
The figures or values in the various columns give the section num- 
bers, dimensions, weights, areas and properties of the sections as noted 
in the different headings. 

The columns which require special explanation are as follows : 

Section Modulus — Column 8. 
This is obtained from the moment of inertia in column 7 by dividing 
it by the distance from the neutral axis to the most remote fibre, 
which in this case is one-half the depth of the beam. 

Coefficients of Strength — Columns 13 and 14. 

The coefficients of strength F and F' have been computed for fibre 
stresses of 16000 and 12500 pounds per square inch respectively, as 
stated in the headings of the columns, and are the safe loads in pounds 
uniformly distributed, including its own weight for a beam one foot 
long. Thus the safe load for any span may be obtained by dividing 
the proper coefficient by the length of the span in feet. 

The coefficients of strength were obtained from the following for- 
mulae: 

F =2 X 16 000 X S 

F^ = | X 12600 X S 

in which S is the section modulus. 



CAMBRIA STEEL. 151 



Coefficients of Deflection — Columns 15 and 16. 

The coefficients of Deflection N and N' for uniform and center 
loads, respectively, were obtained from the following formulae : 



76.8EI 48EI 

in which 

P and W = 1 000 pounds. 

1 =1 12 inches. 

E = 29 000 000. 

I z=: moment of inertia about axis 1-1. 

These coefficients are therefore the deflections in inches of a beam 
one foot long with a load of 1 000 pounds. The deflection of a beam 
for any load and span may therefore be obtained by multiplying the 
proper coefficient by the cube of the span in feet, and by the number 
of 1 000-pound units in the given load. 



PROPERTIES OF STANDARD AND SPECIAL CHANNELS. 

Pages 160 to 163 inclusive. 

The various colum.ns in the Tables of Properties of Standard Chan 
nels are similar to those in the Tables of Properties of I-Beams, as ex- 
plained above, with the addition of column 11, which gives the Section 
Modulus about an axis through the center of gravity parallel to the web, 
and colum.n 13, which gives the distance of the center of gravity from 

the outside of the web. In this xase the Section Modulus S'=: _-^- 

b — X 

the notation being as given at the heads of the colum-ns. 



PROPERTIES OF T-BARS. 

A Table of Properties of Cambria T-Bars is also given on pages 178 
and 179. 



152 



CAMBRIA STEEL. 



PROPERTIES OF ANGLES. 
The values in the Tables of Properties of Standard and Special 
Angles, with Equal Legs, pages 164 to 169, are as stated in tlie headings, 
and those in the Tables of Properties of Standard and Special Angles, 
with L'nequal Legs, on pages 170 to 177, are similar, but with the addi- 
tion of values for I'f, S'^ and r'^ about the inclined axis 3-3, the posi- 
tion of which, in order to give the minimum values, was determined 
by the formula on page 140 for the value of the tangent of 20C. After 
determining the position of the inclined axis, the properties cor- 
responding thereto were obtained by the formula on page 140. 

PROPERTIES OF Z-BARS. 

The Tables of Properties of Z-Bars, on pages 180 and 181, are sim- 
ilar to those for Beams and Channels with the addition of values in 
column 13 for determining the position of the inclined axis 3-3 to 
give the minimum values of the radius of gyration, as shown in 
column 14, these values being obtained in a manner similar to that 
used in calculating like quantities for the Tables of Properties of 
Angles with Unequal Legs, as explained above. 

MOMENTS OF INERTIA OF RECTANGLES. 

A Table of Moments of Inertia of Rectangles is added on pages 
182 and 183 for convenience m calculating the Mom-cnts of Inertia, 
Section Moduli, and Radii of Gyration for com.pound shapes in which 
plates are used. 



G-ENERAL FORMULAE] FOR PROPERTIES AND 

FLEXURE. 

Formula for obtaining the Properties of Standard Sections are 
given on pages 140 and 141, and for various usual sections on pages 
142 to 149 inclusive. 

General formulae for Flexure of Beams, Bending Moments, and 
Deflections for various cases of loading are given on pages 134 to 139 
inclusive. 



CAMBRIA STEEL. 153 



EXAMPLES OF APPLICATION OP THE TABLES 

OP PROPERTIES. 

Example I. 

What is the proper size of I-Beam to carry a load of 85 000 pounds 
concentrated at the center of a span of 25 feet, the fibre stress not to 
exceed 16 000 pounds per square inch ? 

In the Tables of Properties of Standard I-Beams,the column headed 
F gives the coefficient of strength for a uniform load corresponding to 
a fibre stress of 16 000 pounds per square inch. 

The coefficient of strength for a concentrated load at the center is 
twice that for the same load uniformly distributed, hence the coefficient 
necessary to meet the conditions is 35 000 X 25 X 2 = 1 750 000. From 
the Table of Properties of Standard I-Beams, page 159, column 13, the 
coefficient F for a 24-inch 80-pound beam is found to be 1 855 310. 
The weight of the beam itself is 80 X 25 :== 2000 pounds, which cor- 
responds to a coefficient of 2000 X 25 = 50 000, which deducted from 
1 855 310 gives a net coefficient of 1 800 310. A 24-inch beam weighing 
80 pounds per foot is therefore the proper size. 

Example II. 

What is the deflection of the beam in the preceding example under 
the given load ? 

In the Table of Properties of Standard I-Beams, pages 156 to 159 in- 
clusive, the coefficient of deflection for beams with center loads is given 
in column 15. To obtain the required deflection it is only necessary to 
multiply the coefficient by the cube of the span and the number of 1 000 
pound units contained in the load. 

Thus for the given example the deflection in inches = 



.0000006 X 253 y^ ^^^= .328 inch. 



154 



CAMBKIA STEEL. 



Example III. 

What is the safe load uniformly distributed that can be placed on 
an 8-inch standard channel weighing 11.25 pounds per foot, with a 
clear span of 15 feet for a maximum fibre stress of 12 500 pounds per 
square inch, the web to be placed vertically ? 

From the Table of Properties of Standard Channels, page 161, col- 
umn F', the coefficient of strength for the given channel under the con- 
ditions named is found to be 67 300- Hence the total load may be 
67 300 -f- 15 — 4487 pounds, and as the channel itself weighs 169 
pounds, the net superimposed load which it can safely carry under the 
given conditions is 4318 pounds. 

Example IV. 

What is the fibre stress in a h" x 3'' angle weighing 8-2 pounds per 
foot if loaded at the center with a weight of 1500 pounds,used as a 
beam with a span of 6 feet, the 5-inch leg to be placed vertically ? 

The bending moment at the center will be 



W,l , w, 
4 "^ 8 



1 500 X 72 , 8. 8 X 6 X 72 
4 "^ 8 



27 443 inch pounds. 



Referring to the Table of Properties of Standard Angles, Unequal 
Legs, on page 173, the Section Modulus for this angle, corresponding 
to the axis 2 — ^2, is found to be 1.89. 

The maximum fibre stress is obtained by dividing the bending 

27443 



moment by the section modulus, thus 



1.89 



14 520, which is the 



maximum fibre stress in pounds per square inch at the point most 
remote from the neutral axis, which in this case is the extremity of the 
longer leg of the angle. 

The second term in the above expression for the bending moment is 
that due to the weight of the angle itself and is inconsiderable, so that 
in practice it might be neglected for short spans, but should be taken 
into consideration for the longer ones. 



CAMBRIA STEEL. 155 



PROPERTIES OF COMPOUND SHAPES. 

The moments of inertia, section moduli and radii of gyration of 
compound shapes used as beams or columns, composed of plates and 
angles, channels, beams, Z-bars, T-bars, or any combination of these, 
may be obtained with the aid of the Tables of Properties as follows : 

The first step is to find the center of gravity of the proposed section, 
which in the case of symmetrical sections is at the center of the figure. 

For unsymmetrical sections the position of the center of gravity may 
be determined by multiplying the areas of the component parts by the 
distances of their centers of gravity from any convenient line, taken as 
an axis, and dividing this product by the sum of the areas, which will 
give the distance of the centre of gravity of the compound section from 
the assumed axis. 

The position of the center of gravity for all sizes of angles, channels, 
and T-bars is given in the Tables of Properties for these shapes, and is 
given for various geometrical sections on pages 142 to 149 inclusive, in 
connection with their other properties. 

After determining the position of the center of gravity of a compound 
shape as explained above, the moment of inertia about an axis through 
its center of gravity may be found by taking the sums of the moments of 
inertia of each component part about an axis through its own center of 
gravity parallel to the axis of the compound section, and the sums of 
products of the area of each component part by the square of the dis- 
tance of its center of gravity from the axis of the compound section. 

Having thus obtained the moment of inertia of the compound section, 
the section modulus may be obtained by dividing this moment of 
inertia by the distance from the neutral axis to the most remote ex- 
tremity of the section. 

The square of the radius of gyration for the compound section may 
be obtained by dividing the moment of inertia by the total area. 

The moment of inertia of a compound section about any axis other 
than that through its center of gravity may be found in a manner 
similar to that above described. 



156 






CAMBRIA STEEL. 




PROPERTIES OP 


STANDARD I-BEAMS. 






r 




I 




1 


^ /[ 








T 


1 


1 


♦ Ui " 








d 






1 


1 


2 

Depth 

of 
Beam. 

d 

Inches. 


3 


4 

Area 
of 

Section. 


1 5 

Thick- 
ness of 
Web. 

t 


6 


7 


8 


9 


10 


11 


Section 
Number. 


Weight 
Pounds. 


Width 

of 
Flange. 


Moment 

of 
Inertia 
Axis 1-1. 


Section 
Modulus 
Axis 1-1. 


Radius 

of 
Gyra- 
tion 
Axis 
1-1. 
r 
Inches. 


Moment 

of 
Inertia 
Aiis2-2. 


Radius 

of 
Gyra- 
tion 
Axis 
2-2. 


A 

Sq.Inches 


b 


1 I 
Inches.4 

2.5 
2.7 
2.9 


S 


I' 


r' 


Inches. 


Inches. 


Inches.3 


Inches.* 


Inches 


B 5 


3 


5.50 
6.50 
7.50 


1.63 
1.91 
2.21 


.17 
.26 
.36 


2.33 
2.42 
2.52 


1.7 
1.8 
1.9 


1.23 
1.19 
1.15 


.46 
.53 
.60 


.53 
.52 
.52 


B 9 

(( 

<( 


4 


7.50 

8.50 

9.50 

10.50 


2.21 
2.50 
2.79 
3.09 


.19 
.26 
.34 
.41 


2.66 
2.73 
2.81 
2.88 


6.0 
6.4 
6.7 
7.1 


3.0 
3.2 
3.4 
3.6 


1.64 
1.59 
1.54 
1.52 


.77 

.85 

.93 

1.01 


.59 
.58 
.58 
.57 


B13 


5 


9.75 
12.25 
14.76 


2.87 
3.60 
4.34 


.21 
.36 
.50 


3.00 
3.15 
3.29 


1.2.1 
13.6 
15.1 


4.8 
5.4 
6.1 


2.05 
1.94 
1.87 


1.23 
1.45 
1.70 


.65 
.63 
.63 


B17 


6 


12.25 
14.75 
17.25 


3.61 
4.34 
5.07 


.23 
.35 

.47 


3.33 
3.45 
3.57 


21.8 
24.0 
26.2 


7.3 
8.0 
8.7 


2.46 
2.35 
2.27 


1.85 
2.09 
2.36 


.72 
.69 
.68 


B21 


7 


15.00 
17.50 
20.00 


4.42 
5.15 
5.88 


.25 
.35 

.46 


3.66 
3.76 
3.87 


36.2 
39.2 
42.2 


10.4 
11.2 
12.1 


2.86 
2.76 
2.68 


2.67 
2.94 
3.24 


.78 
.76 

.74 


B25 

(( 


8 

(( 


18.00 
20.25 
22.75 
25.25 


5.33 

5.96 
6.69 
7.43 


.27 
.35 
.44 
.53 


4.00 
4.08 
4.17 
4.26 


56.9 
60.2 
64.1 
68.0 


14.2 
15.0 
16.0 
17.0 


3.27 
3.18 
3.10 
3.03 


3.78 
4.04 
4.36 
4.71 


.84 
.82 
.81 
.80 


B29 


9 


21.00 
25.00 
30.00 
85.00 


6.31 

7.35 

8.82 

10.29 


.29 
.41 
.57 
.73 


4.33 
4.45 
4.61 

4.77 


84.9 

91.9 

101.9 

111.8 


18.9 
20.4 
22.6 
24.8 


3.67 
3.54 
3.40 
3.30 


5.16 
5.65 
6.42 
7.31 


.90 
.88 
.85 
.84 


B33 

(4 
(( 
(( 


10 


25.00 
30.00 
35.00 
40.00 


7.37 

8.82 

10.29 

11.76 


.31 
.45 
.60 
.75 


4.66 
4.80 
4.95 
5.10 


122.1 
134.2 
146.4 
158.7 


24.4 
26.8 
29.3 
31.7 


4.07 
3.90 
3.77 
3,67 


6.89 
7.65 
8.52 
9.50 


.97 
.93 
.91 
.90 


B41 


12 


31.50 
35.00 
40.00 


9.26 
10.29 
11.76 


.35 
.44 
.56 


5.00 
5.09 
5.21 


215.8 
228.3 
245.9 


36.0 
38.0 
41.0 


4.83 
4.71 
4.57i 


9.50 
10.07 
10.95 


1.01 
.99 
.96 


B53 

(I 


15 


42.00 
45.001 
50.00] 
55.00 
60.00 


12.48 
13.24 
14.71 
16.18 
17.65 


.41 
.46 
.56 
.66 
.75 


5.50 
5.55 
5.65 
5.75 
5.84 


441.8 
455.8 
483.4 
511.0 
538.6 


58.9 
60.8 
64.5 
68.1 
71.8 


5.95 
5.87 i 
5.73 
5.62 
5.52 


14.62 
15.09 
16.04 
17.06 
18.17 


1.08 
1.07 
1.04 
1.03 
1.01 



OAMBBIA STEEL. 



157 



PROPERTIES OP STANDARD I-BEAMS. 



^ 



» / 



1.1 



■3 







•^ d 


>i 








12 


13 


1 14 


15 


1 16 


1 


Increase of 


Coefficient of Strengtli. 


Coefficient of Deflection. 




Thickness 
of Web for 
each Pound 
Increase 
in Weight 


For Fibre Stress 

of 16 000 Pounds 

per Square Inch 

for 

Buildings. 


For Fibre Stress 

of 12 500 Pounds 

per Square Inch 

for 

Bridges. 


Uniform 
Load. 


Center 
Load. 


Section 
Number. 


t 


F 


F' 


N 


N' 




.098 


17650 
19140 
20710 


13790 
14950 
16180 


.00031253 
.00028827 
.00026644 


.00050006 
.00046124 
.00042630 


B 5 


.074 


31810 
33890 
35980 
38070 


24850 
26480 
28110 
29750 


.00013009 
.00012209 
.00011500 
.00010868 


.00020815 
.00019535 
.00018400 
.00017389 


B 9 

(( 

(( 


.059 


51590 
58100 
64630 


40300 
45390 
50490 


.00006417 
.00005698 
.00005122 


.00010267 
.00009117 
.00008195 


B13 


.049 


77460 
85270 
93110 


60520 
66610 
72740 


.00003561 
.00003235 
.00002963 


.00005698 
.00005177 
.00004741 


B17 


.042 


110410 
119400 
128560 


86260 

93290 

100430 


.00002142 
.00001980 
.00001839 


.00003427 
.00003168 
.00002943 


B21 


.037 


151660 
160510 
170970 
181430 


118490 
125400 
133570 
141740 


.00001364 
.00001289 
.00001210 
.00001140 


.00002183 
.00002062 
.00001936 
.00001825 


B25 

it 

(( 


.033 


201300 
217930 
241460 
264990 


157260 
170260 
188640 
207020 


.00000914 
.00000844 
.00000762 
.00000694 


.00001462 
.00001350 
.00001219 
.00001110 


B29 


.029 


260470 
286250 
312390 
338530 


203500 
223630 
244050 
264480 


.00000635 
.00000578 
.00000530 
.00000489 


.00001017 
.00000925 
.00000848 
.00000782 


B33 


.025 


383670 
405800 
437170 


299740 
317030 
341540 


.00000360 
.00000340 
.00000316 


.00000575 
.00000544 
.00000505 


B41 


.020 


628270 
648310 
687530 
726740 
765960 


490840 
506490 
537130 
567770 
598410 


.00000176 
.00000170 
.00000161 
.00000152 
.00000144 


.00000281 
.00000272 
.00000257 
.00000243 
.00000231 


B53 

it 



J 



158 



CAMBRIA STEEL. 



PROPERTIES OF STANDARD I-BEAMS. 



/r\ 


^ 


' It /I 


-7: 



2 


11 

^ d- 


.^ ^ 


1.^ • 



1 


2 


3 


4 

Area 

of 

Section. 


5 

Thick- 
ness of 
¥eb. 


6 


7 


8 

Section 
Modulus 
iiisl-1. 


9 


10 


11 


Section 

Number. 


Depth 

o'f 
Beam. 


Weight 
Foot. 


Width 

of 
Flange. 


Moment 

of 
Inertia 
ixisl-i. 


Radius 

of 
Gyra- 
tion 
Aiis 
1-1. 


Moment 

of 
Inertia 
Axis 2-2. 


Radius 

of 
Gyra- 
tion 
Aiis 
2-2. 




d 

Inches. 

18 

i( 

(i 

a 

20 

:: 

24 


A 


t 


b 


I 


S 


r 

Inches, 


I' 


r' 




Pounds. 


Sq.Inches 

15.93 
17.65 
19.12 
20.59 

19.08 
20.59 
22.06 

23.32 
25.00 
26.47 
27.94 
29.41 


Inches. 


Inches. 


Inches.-^ 

795.6 
841.8 
881.5 
921.2 

1169.5 
1219.8 
1268.8 

2087.2 
2167.8 
2238.4 
2309.0 
2379.6 


Inches.3 


Inches.4 

21.19 
22.38 
23.47 
24.62 

27.86 
29.04 
30.25 

42.86 
44.35 
45.70 
47.10 
48,55 


Inches. 


B 65 

(( 

i( 
BJ3 

B 89 

u 

a 
n 


55.0 
60.0 
65.0 
70.0 

65.0 
70.0 
75.0 

80.0 
85.0 
90.0 
95.0 
100.0 


.46 
.56 
.64 
.72 

.50 
.58 
.65 

.50 
.57 
.63 
.69 
.75 


6.00 
6.10 
6.18 
6.26 

6.25 
6.33 
6.40 

7.00 
7.07 
7.13 
7.19 
7.25 


88.4 

93.5 

97.9 

102.4 

117.0 
122.0 
126.9 

173.9 
180.7 
186.5 
192.4 
198.3 


7.07 
6.91 
6,79 
6.69 

7.83 
7.70 

7.58 

9.46 
9.81 
9.20 
9.09 
8.99 


1.15 
1.13 
1.11 
1.09 

1.21 
1.19 
1.17 

1.36 
1.33 
1.31 
1.30 
1.28 



PROPERTIES OP SPECIAL I-EBAMS. 



B105 12 



B109i 15 



B113 


15 


" 


u 


(( 


(( 


u 


(( 



B121 


20 


(( 


(i 


(( 


(( 


u 


(( 



40.0! 

45.0! 
50.0 
55.0 

60.0 
65.0 
70.0 
75.0 
80.0j 

80.0! 
85.01 
90.0 
95.0" 
100.0 

80.0 1 
85.0! 
90.0 

95.0: 

100.0! 



11.84 
13.24 
14.71 1 
16.18 



17.67' 
19.12 
20.59 
22.06 
23.53 



23.57 
25.00 
26.47 
27.9411,09 
29.41 1 1.19 



.46 
.58 
.70 
.821 

.59 

.69 
.78 
.88 
.98 



.80 
.90 
.99 



23.73 
25.00 
26.47 
27.94 
29.41 



.60 
.66 
.74 
.81 
.88 



5.25 
5.37 
5.49 
5.61' 

6.00 
6.10' 
6.19i 
6.29' 
6.39 

6.40 
6.501 
6.59! 
6.69: 
6.79! 



268 
285. 
303. 
321. 

609. 
636. 
663. 
691. 
718. 

789. 
815. 
843. 
871. 
898. 



7.00 1466, 
7.06 1508, 
7.14 1557, 
7.21 1606, 
7.28 1655, 



9 44.8 4.77il3.8l!l.08 

7i 47.64.65 14.89 1.06 

4 50.64.5416.12 1.05 

53.54.45 17.46 1.04 

i I I I 

0: 81.2 5.87 25.96 1.21 

l| 84.8 5.77 27.42 1.20 

7 88.5 5.68 29.00 1.19 

2 92.2 5.60 30.68 1.18 

8 95.8 5.53 32.46 1.17 

! ! 

1 105.2 5.7941.31 1.32 

9 108.8 5.71 43.46 1.32 

4 112.5 5.64;45.79 1.32 
116.1 5.58 48.25 1.31 
6 119.8 5.53 50.84,1.31 

I i 

3 146.6 7.8645.81 i 1.39 

5 150.9 7.77 47.25 1.37 

5 155.8 7.67 48.98 1.36 

6 160.7 7.58 50.78 1.35 
6 165.6 7.50 52.65 1.34 



CAMBRIA STEEL. 



159 



PROPERTIES OP STANDARD I-BEAMS. 

1 



I 



ii 



A 



J 



-^ 



\i 



12 


13 1 14 


15 1 16 


1 


Increase of 


Coefficient of Strength. 


Coefficient of Deflection. 




Thickness 
of Web for 
each Pound 

Increase 
in Weight. 


For Fibre Stress 

of 16 000 Pounds 

per Spare Inch 

for 

Buildings. 


For Fibre Stress 

of 12 500 Pounds 

per Spare Inch 

for 

Bridges. 


Uniform 
Load. 


Center 
Load. 


Section 
Number. 


f 


W 


N 


N' 




.016 

.015 
.0123 


942880 

997680 

1044740 

1091800 

1247490 
1301110 
1353400 

1855310 
1926950 
1989700 
2052440 
2115190 


736620 
779440 
816200 
852970 

974600 
1016490 
1057340 

1449460 
1505430 
1554450 
1603470 
1652490 


.00000098 
.00000092 
.00000088 
.00000084 

.00000066 
.00000064 
.00000061 

.00000037 
.00000036 
.00000035 
.00000034 
.00000033 


.00000156 
.00000148 
.00000141 
.00000135 

.00000106 
.00000102 
.00000098 

.00000060 
.00000057 
.00000056 
.00000054 
.00000052 


B 65 

B 73 

u 

B 89 



PROPERTIES OP SPECIAL I-BEAMS. 



_ 



.025 


478130 


373640 


.00000288 


.00000462 


B105 




507930 


396820 


.00000272 


.00000485 


(( 




539300 


421320 


.00000256 


.00000409 


(( 




570670 


445830 


.00000242 


.00000387 


4( 


.020 


866130 


676670 


.00000127 


.00000204 


B109 




904660 


706770 


.00000122 


.00000195 


(t 




943870 


737400 


.00000117 


.00000187 


n 




983090 


768040 


.00000112 


.00000180 


(4 




1022300 


798670 


.00000108 


.00000173 


4* 


.020 


1122290 


876790 


.00000098 


.00000157 


B113 




1160340 


906520 


.00000095 


.00000152 


44 




1199550 


937150 


.00000092 


.00000147 


44 




1238770 


967790 


.00000089 


.00000143 


44 




1277980 


998420 


.00000086 


.00000138 


4t 


.015 


1564060 


1221920 


.00000053 


.00000085 


B121 




1609100 


1257110 


.00000051 


.00000082 


44 




1661390 


1297960 


.00000050 


.00000080 


44 




1713670 


1338810 


.00000048 


.00000077 


44 




1765960 


1379660 


.00000047 


.00000075 


(4 



160 



CAMBBIA STEEL. 



PROPERTIES OF STANDARD CHANNELS. 

1 




1 


2 


3 


4 


S 


6 


7 


8 


1 9 

i Radius 


1 10 


1 11 


1 12 














1. . 


'Radius 










Thick- 




Moment 


Section 


i of 


1 Moment 


SectioD 


1 of 




Depth 


Weight 


Area 


ness 


Width 


of 


Mod- 


i Gyra- 


1 of 


Mod- 


Gyra- 


Section 


of 


per 
foot. 


of 


of 


of 


Inertia 


ulus 


tion 


j Inertia 


ulus 


tion 


Number 


Channel. 


Section. 


Web. 


Flange. 


Axis 1-1. 


Axis 
1-1. 

S 

Inch's3 

1.1 


Axis 
1-1. 
r 

Inches. 


j Alls 2-2. 


Atir 
2-2. 


Axis. 
2-2. 




d 


A 


t 

Inches. 


13 


I 


I' 


i S' 
Inches^ 


r' 




Inches. 


Pounds. 


S^. Ins. 


Inches. 


Inches.^ 


1 Inches.* 


Inches. 


C 5 


3 


4.00 


1.19 


.17 


1.41 


1.6 


1.17 


.20 


.21 


.41 


(( 


(( 


5.00 


1.47 


.26 


1.50 


1.8 


1.2 


1.12 


.25 


.24 


.41 


(( 


(( 


6.00 


1.76 


.36 


1.60 


2.1 


1.4 


1.08 


.31 


.27 


.42 


C 9 


4 


5.25 


1.55 


.18 


1.58 


3.8 


1.9 


1.56 


.32 


.29 


.45 


u 


n 


6.25 


1.84 


.25 


1.65 


4.2 


2.1 


1.51 


.38 


.32 


.45 


(( 


(( 


7.25 


2.13 


.33 


1.73 


4.6 


2.3 


1.46 


.44 


.35 


.46 


C13 


5 


6.50 


1.95 


.19 


1.75 


7.4 


3.0 


1.95 


.48 


.38 


.50 


(( 


(( 


9.00 


2.65 


.33 


1.89 


8.9 


3.5 


1.83 


.64 


.45 


.49 


4( 


(( 


11.50 


3.38 


.48 


2.04 


10.4 


4.2 


1.75 


.82 


.54 


.49 


C17 


6 


8.00 


2.38 


.20 


1.92 


13.0 


4.3 


2.34 


.70 


.50 


.54 


(( 


4( 


10.50 


3.09 


.32 


2.04 


15.1 


5.0 


2.21 


.88 


.57 


.53 


u 


<( 


13.00 


3.82 


.44 


2.16 


17.3 


5.8 


2.13 


1,07 


.65 


.53 


n 


'« 


15.50 


4.56 


.56 


2.28 


19.5 


6.5 


2.07 


1.28 


.74 


.53 


C21 


7 \ 


9.75 


2.85 


.21 


2.09 


21.1 


6.0 


2.72 


.98 


.63 


.59 


a 


(k 


12.25 


3.60 


.32 


2.20 


24.2 


6.9 


2.59 


1.19 


.71 


.57 


ii 


(( 


14.75 


4.34 


.42 


2.30 


27.2 


7.8 


2.50 


1.40 


.79 


.57 


a 


(( 


17.25 


5.07 


,53 


2.41 


30.2 


8.6 


2.44 


1.62 


.87 


.56 


a 


(( 


19.75 


5.81 


.63 


2.5 Ij 


33.2 


9.5 


2.39 


1.85 


.96 


.56 


C25 


8 


11.25 


3.35 


.22 


2.26 i 


32.3 


8.1 


3.10 


1.33 


.79 


.63 


a 


'^ 


13.75 


4.04 


.31 


2.35 


36.0 


9.0 


2.98 


1.55 


.87 


.62 


ii 


(( 


16.25 


4.78 


.40 


2.44 


39.9 


10.0 


2.89 


1.78 


.95 


.61 


(( 


4( 


18.75 


5.51 


.49 


2.53 


43.8 


11.0 


2.82 


2.01 


1.02 


.60 


(( 


" ! 


21.25 


6.25 


.58 


2.62; 


47.8 


11.9 


2.76 


2.25 


1.11 


.60 


C29 


9 1 


13,25 


3.89 


.23 


2.43 


47.3 


10.5 


3.49 


1.77 


.97 


.67 


a 


(( 


15.00 


4.41 


.29 


2.49 


50.9 


11.3 


3.40 


1.95 


1.03 


.66 


a 


ii 


20.00 


5.88 


.45 


2.65 


60.8 


13.5 


3.21 


2.45 


1.19 


.65 


(( 


(( 


25.00 


7.35 


.61 


2.81! 


70.7 


15.7 


3.10 


2.981 


1.86 


.64 


C33 


10 


15.00 


4.46 


.24 


2.60S 


66.9 


13.4 


3.87 


2.30l 


1.17 


.72 


(( 


a 


20.00 


5.88 


.38 


2.741 


78,7 


15.7 


3.66! 


2.85 


1.34 


.70 


(( 


a 


25.00 


7.35 


.53 


2.89 


91.0 


18.2 


3.52 


3.40 


1.50 


.68 


(( 


a 


30.00 


8.82 


.68 


3.04 


103.2 


20.6 


3.42 


3.991 


1.67 


.67 


(( 


a 


35.00 


10.29 


.82 


3.18 


115.5 


23.1 


3.35 


4.66; 


1.87 


.67 


C41 


12 ! 


20.50 


6.03 


.28 i 


2.94 


128.1 


21.4 


4.61 


3.91 


1.75 


.81 


a 


i( 


25.00 


7.35 


.39 


3.05 


144.0 


24.0 


4.43 


4.53 


1.91 


.78 


a 


(( 


30.00 


8.82 


.51 


3.17 


161.6 


26.9 


4.28 


5.21 


2.09 


.77 


(( 


(( 


35.00 


10.29 


.64 


3.30 


179.3 


29.9 


4.17 


5.90 


2.27 


.76 


(( 


" i 


40.00 


11.76 


.76 


3.42 


196.9 


32.8 


4.09 


6.63 


2.46 


.75 


C53 


15 


33.00 


9.90 


.40 


3.40 


312.6 


41.7 


5.62 


8.23 


3.16 


.91 


(( 


it 


35.00 


10.29 


.43 


3.43 


319.9 


42.7 


5.57 


8.48 


3.22 


.91 


(( 


(( 


40.00 


11.76 


.52 


3.52 


347.5 


46.3 


5.44 


9.39 


3.43 


.89 


(( 


*' 1 


45.00 


13.24 


.62 


3.62 


375.1 


50.0 


5.32 


10.29 


3.63 


.88 


ii 


" 1 


50.00 


14.71 


.72 


3.72 


402.7 


53.7 5.23 


11.22 


3.85 


•^Z 


n 


a 1 


55.00 


16.18 


.82 


3.82 


430.2 


57.4 


5.16 


12.19 


4.07 


.87 







CAMBRIA STEEL. 




161 


PROPERTIES OF STANDARD CHANNELS 


• 






2 


i- 




X 


/ 


-^ 








. , 


-fr^ 


i"^-^- 






^ 


1 






13 


14 


15 


16 


17 


18 


1 


Distance 
of Center 
of Gravity 

from 

Outside of 

Web. 


Increase of 

Thickness of 

Web for each 

Pound Increase 

in Weight. 


Coef. of 


Strength. 


Coef. of Deflection. 


Section 
Number. 

C 5 

4( 


Fibre Stress 
16 000 Pounds 
per Sq^. Inch 
for Buildings. 


Fibre Stress 
12 500 Pounds 
per Sq. Inch, 
for Bridges. 


Uniform 
Load. 


Center 
Load. 


X 


f 


F 


F' 


N 


N' 


Inches. 

.44 
.44 
.46 


Inches. 


.098 


11630 
13140 
14710 


9090 
10270 
11490 


.0004743 
.0004199 
.0003751 


.0007589 
.0006718 
.0006001 


.46 
.46 
.46 


.074 


20230 
22270 
24360 


15800 
17400 
19030 


.0002046 
.0001858 
.0001698 


.0003273 
.0002973 
.0002717 


C 9 


.49 
.48 
.51 


.059 


31640 
37860 
44390 


24720 
29570 
34680 


.0001046 
.0000875 
.0000746 


.0001674 
.0001399 
.0001193 


C13 


.52 
.50 
.52 
.55 


.049 


46210 
53750 
61600 
69440 


36100 
42000 
48120 
54250 


.0000597 
.0000513 
.0000448 
.0000397 


.0000855 
.0000821 
.0000717 
.0000636 


C17 

(( 


.55 
.53 
.53 
.55 
.58 


.042 


64270 
73650 
82740 
91950 
101100 


50210 
67540 
64690 
71840 
78990 


.0000368 
.0000321 
.0000286 
.0000257 
.0000234 


.0000588 
.0000714 
.0000457 
.0000411 
.0000374 


C21 

(( 

(( 
(( 


.58 
.56 
.56 
.57 
.59 


.037 


86140 

95990 

106450 

116910 

127370 


67300 
75000 
83170 
91340 
99510 


.0000240 
.0000216 
.0000194 
.0000177 
.0000162 


.0000384 
.0000345 
.0000311 
.0000283 
.0000260 


C25 


.61 
.59 
.58 
.62 


.033 


112170 
120540 
144070 
167590 


87630 

94170 

112550 

130930 


.0000164 
.0000153 
.0000128 
.0000110 


.0000262 
.0000244 
.0000204 
.0000176 


C29 

(( 


.64 
.61 
.62 
.65 
.69 


.029 


142680 
167940 
194090 
220230 
246380 


111470 
131210 
151630 
172060 
192480 


.0000116 
.0000099 
.0000085 
.0000075 
.0000067 


.0000186 
.0000158 
.0000136 
.0000120 
.0000107 


C33 

a 
(( 

a 


.70 
.68 
.68 
.69 
.72 


.025 


227750 
256000 
287370 
318750 
350120 


177930 
200000 
224510 
249020 
273530 


.0000061 
.0000054 
.0000048 
.0000043 
.0000039 


.0000097 
.0000086 
.0O00077 
.0000069 
.0000063 


C41 


.79 
.79 
.78 
.79 
.80 
.82 


.020 


444520 
455030 
494250 
533470 
572680 
611900 


347280 
355500 
386130 
416770 
447410 
478050 


.0000025 
.0000024 
.0000022 
.0000021 
.0000019 
.0000018 


.0000040 
.0000039 
.0000036 
.0000033 
.0000031 
.0000029 


C53 

it 

n 
(( 



162 



CAMBBIA STEEL. 



PBOPERTIES OF SPECIAL CHANNELS. 



ft — UJL 



l^^Z ' 



1 


2 


3 


4 


5 i 




1 






Thick- 


Sec- 


S 


WgM 


Area 
of 


ness 

of 

Web. 


tion 
Nnin- 


^ 

i?^ 


Foot. 


Section. 


ber. 


d 

Ins. 






t 

Inches. 

.31 




A 




Lbs. 


Sq. Ins. 


C91 


12 


21.4 


6.30 


(( 


(( 


23.9 


7.03 


.37 


(( 


i( 


26.4 


7.77 


.44 


(( 


(( 


28.9 


8.50 


.50 


(( 


(C 


31.4 


9.24 


.56 


(( 


(( 


33.9 


9.97 


.62 


C95 


13 


32.0 


9.30 


.38 


(( 


(( 


35.0 


10.29 


.45 


u 


ii 


37.0 


10.88 


.50 


(C 


ii 


40.0 


11.76 


.56 


ii 


ii 


45.0 


13.24 


.68 


(( 


H 


50.0 


14.71 


.79 


(( 


ii 


56.0 


16.18 


.90 



6 1 7 



Width 
of 



Thick- 



ness 
Flange I Flange 



b I s 

Inches' Inches. 



8 



2.64 


.34 


2.70 


(( 


2.76 


'' 1 


2.82 


" 1 


2.89 


(( 


2.95 


(( 


4.00 


.34 


4.08 


(( 


4.12 


(( 


4.19 


(( 


4.30 


(( 


4.42 


t( 


4.53 


(( 



.17 



,15 

(( 

(( 
(( 



9 I 10 

Moment Section 
Mod- 
ulus 
Axis 
1-1. 



Slope I of 

^01 I Inertia 
J^ange ^^ ^.^^ 



Inches.4 



Ins.3 



128.2 21, 
137.022, 
145.9 24, 

154.7 25, 
163.5 27. 
172.3,28. 

237.536 
251.5 38 

259.8 40 
272.241 
292.945 
313.748 
334.4:51 



11 



Radius 

of 
Gyra- 
tion 
Aiis 
1-1. 



Inches 



4 4.51 
814.41 
3:4.83 
8'4.27 
3 4.21 
7 4.16 



5.05 
4.94 
4.89 
4.81 
4.70 
4.62 
4.55 



12 



Moment 

of 
Inertia 
Axis 2-2. 



Inches.4 



13 



Section 
Mod- 
ulus 
Axis 
2-2. 



Ins. 



3.23 1.61 
3.52 1.69 
3.80 1.78 



4.09 
4.38 
4.69 



1.86 
1.95 
2.04 



11.54 3.86 
12.544.06 
13.104.17 
13.94 4.33 
15.324.59 
16.71 k.86 
18.145.14 
I 



PROPERTIES OP BULB BEAMS. 




-3 



1 


2 


3 


4 


5 


6 1 7 


8 


9 


Section 
Number. 


T 

Beam. 
d 


Weight 
Foot. 


Area 

of 

Section. 


Thickness 

of 

Web. 


Width Moment of 

of Inertia 
Flange. Axis 1-1. 


Section 
Modulus 
Axis 1-1. 


Radius of 
Gyration 
Axis 1-1. 




A 


t 


b 


I 


S 


r 




Inches. 


Pounds. 


Sq. Ins. 


Inches. 


Inches. 


Inches.4 


Inches.3 


Inches. 


B171 
B173 


5^ 
6 


11.5 

14.0 
15.3 
18.4 


3.37 

4.11 
4.48 
5.42 




2% 

ti 


11.39 

21.52 
22.73 
25.72 


3.71 

6.12 
6.55 
7.59 


1.84 

2.29 
2.25 
2.18 



CAMBRIA STEEL. 



163 



PROPERTIES OP SPECIAL CHANNELS. 



l^A. 



it- 



14 


15 


16 


17 1 18 


19 1 20 


1 


Radius 


Distance of 

Center of 

Gravity 

from 

Outside 

of Web. 


Increase of 
Thickness 
of Web for 

each Lb. 

Increase 
inWeight. 


Coef. of Strength, 


Coef. of Deflection. 




of 
Gyra- 
tion 
Axis 
2-2. 


Fibre Stress 
16 000 Pounds 

per S^. Inch 
for Buildings. 


Fibre Stress 
12 500 Pounds 
per Sq. Inch 
for Bridges. 


Uniform Load. 


Center Load. 


Section 
Number. 


r' 


X 


f 


F 


F' 


N 


N' 




Inches. 


Inches. 


Inches. 




.72 
.71 
.70 
.69 
.69 
.69 

1.11 
1.10 
1.10 
1.09 
1.08 
1.07 
1.06 


.63 
.62 
.62 
.63 
.64 
.65 

1.01 
.99 
.98 
.97 
.97 
.98 

1.00 


.024 

(( 
it 

.023 

(( 

(( 


227950 
243630 
259320 
275000 
290690 
306380 

389710 
412750 
426340 
446740 
480720 
514710 
548700 


178080 
190340 
202590 
214850 
227100 
239360 

304460 
322460 
333080 
349010 
375560 
402120 
428670 


.0000061 
.0000057 
.0000053 
.0000050 
.0000048 
.0000045 

.0000033 
.0000031 
.0000030 
.0000029 
.0000027 
.0000025 
.0000023 


.0000097 
.0000091 
.0000085 
.0000080 
.0000076 
.0000072 

.0000052 
.0000049 
.0000048 
.0000046 
.0000042 
.0000040 
.0000037 


C91 

u 

C95 

(( 
(( 
i( 
(( 



PROPERTIES OP BULB BEAMS. 



3 






u 



Q 



10 


11 


12 1 13 


14 1 15 


1 


Distance of 


Increase of 
Thickness of 
Web for each 
Lb. Increase 
in Weight. 


Coef. of Strength. 


Coef. of Deflection. 




Center of 

Gravity from 

Outside of 

Flange. 


Fibre Stress 
16 000 Pounds 

per S(j. Inch 
for Buildings. 


Fibre Stress 
12 500 Pounds 
per Sq. Inch 
for Bridges. 


Uniform Load. 


Center Load. 


Section 
Number. 


X 


f 


F 


F' 


N 


N' 




Inches. 




2.15 

2.49 
2.53 
2.61 


.049 


39600 

65320 
69860 
80930 


30940 

51030 
54580 
63230 


.0000681 

.0000361 
.0000341 
.0000302 


.0001090 

.0000577 
.0000546 
.0000483 


B171 
B173 



164 CAMBKIA STEEL. 


PROPERTIES OF STANDARD ANQLES 




SQUJkl. I^SGS. 






i 


^^5^ ^1^. 










^^:W--^ 


1 


2 


3 


4 


5 


6 


7 


8 












Distance of 














Area 


Center of 


Moment 


Section 


Section 


Dimensions, 


Thickness. 


Weight 
per Foot. 


of Section. 


Gravity from 
Back of 


of Inertia 
Aiis 1-1. 


Modulus 
ins 1-1. 


Number. 










Leg. 






a X a 


t 


A 


X 


I 


S 


Inches. 


Inches. 


Pounds. 


Sq. Ins. 


Inches. 


Inches.4 


Inches.^ 
.017 


A 5 


%^ % 


Ys 


.6 


.18 


.23 


.009 


(( 


^^ii ^* 


A 


.9 


.25 


.25 


.012 


.024 


A 7 


1x1 


Ys 


.8 


.24 


.30 


.022 


.031 


(( 


(( 


t 


1.2 


.34 


.32 


.030 


.044 


u 


(( 


^ 


1.5 


.44 


.34 


.037 


.056 


A 9 


1^x11^ 


Yb 


1.1 


.30 


.36 


.044 


.049 


u 


'^^44 


T% 


1.5 


.44 


.38 


.061 


.071 


(( 


(( 


>^ 


2.0 


^7 


.40 


.077 


.091 


(( 


(4 


i 


2.4 


.69 


.42 


.090 


.109 


All 


13^x13^ 


¥ 


1.3 


.36 


.42 


.08 


.072 


(( 


^44 




1.8 


.53 


.44 


.11 


.104 


(( 


(4 


34 


2.4 


.69 


.47 


.14 


.134 


(( 


44 


J^ 


2.9 


.84 


.49 


.16 


.162 


(( 


44 


3.4 


.99 


.51 


.19 


.188 


(( 


44 


-/s 


3.9 


1.13 


.53 


.21 


.214 


A13 


1%X \% 


1% 


2.2 


.63 


.51 


.18 


.14 


a 


/*^^ 


¥ 


2.8 


.82 


.53 


.23 


.19 


u 


44 




3.4 


1.00 


.55 


.27 


.23 


(( 


44 


/^ 


4.0 


1.18 


.57 


.31 


.26 


a 


44 


/^ 


4.6 


1.34 


.59 


.35 


.30 


a 


44 


>^ 


5.1 


1.50 


.61 


.38 


.33 


A15 


2 x2 


^ 


2.5 


.72 


.57 


.27 


.19 


a 


44 


3l 


3.2 


.94 


.59 


.35 


.25 


" 


44 


i 


4.0 


1.16 


.61 


.42 


.30 


u 


44 


4.7 


1.36 


.64 


.48 


.35 


(( 


44 


A 


5.3 


1.56 


.66 


.54 


.40 


(( 


44 


>^ 


6.0 


1.75 


.68 


.59 


-Ab 


A17 


23^x23^ 


t 


3.1 


.91 


.69 


.55 


.30 


(( 


/^4 


4.1 


1.19 


.72 


.70 


.39 


(( 


44 


5 
IS 


5.0 


1.47 


.74 


.85 


.48 


a 


44 


¥ 


5.9 


1.74 


.76 


.98 


.57 


(( 


44 




6.8 


2.00 


.78 


1.11 


.65 


u 


44 


7.7 


2.25 


.81 


1.23 


.72 


(( 


44 


T% 


8.5 


2.50 


.83 


1.34 


.80 


A19 


3x3 


Ya. 


4.9 


1.44 


.84 


1.24 


.58 


(( 


44 


% 


6.1 


1.78 


.87 


1.51 


.71 


(( 


44 


7.2 


2.11 


.89 


1.76 


.83 


u 


44 


/2 


8.3 


2.44 


.91 


1.99 


.95 


l( 


44 


9.4 


2.75 


.93 


2.22 


1.07 


(( 


44 


^B 


10.4 


3.06 


.95 


2.43 


1.19 


(( 


44 


^ 


11.5 


3.36 


.98 


2.62 


1.30 


ii 


1 


H 


12.5 


3.66 


1.00 


2.81 


1.40 





CAMBRIA STEEL. 




165 


PROPERTIES OP STANDARD ANGLES. 




SQUAX. X^SGS. 








•■^Sf- 








^•^— i 






9 


10 


11 


12 


13 


1 


Radius of 
Gyration 


Distance of 

Center of 

Gravity from 

External Apex. 


Least Moment of 
Inertia 


Section Modulus 
Axis 2-2. 


Least Radius of 
Gyration 


Section 


Aiis 1-1. 


Axis 2-2. 




Axis 2-2. 


Number. 


r 


X'' 


I" 


S'' 


j.f/ 


Inches. 


Inches. 


Inches.4 


Inches.3 


Inches. 


.22 


.33 


.004 


.011 


.14 


A 5 


.22 


.36 


.005 


.014 


.14 


(( 


.30 


.42 


.009 


.021 


.19 


A 7 


.30 


.45 


.013 


.028 


.19 




.29 


.48 


.016 


.034 


.19 




.38 


.51 


.018 


.035 


.24 


A 9 


.38 


.54 


.025 


.047 


.24 




.37 


.57 


.033 


.057 


.24 




.36 


.60 


.040 


.066 


.24 




.47 


.60 


.031 


.053 


.30 


All 


.46 


.63 


.045 


.072 


.29 




.45 


.66 


.058 


.088 


.29 




.44 


.69 


.070 


.101 


.29 




.44 


.72 


.082 


.114 


.29 




.43 


.75 


.094 


.126 


.29 




.54 


.72 


.073 


.10 


.34 


A13 


.53 


.75 


.094 


.13 


.34 




.52 


.78 


.113 


.15 


.34 




.51 


.81 


.133 


.16 


.34 




.51 


.84 


.152 


.18 


.34 




.50 


.87 


.171 


.20 


.34 




.62 


.80 


.11 


.14 


.39 


A15 


.61 


.84 


.14 


.17 


.39 




.60 


.87 


.17 


.20 


.39 




.59 


.90 


.20 


.22 


.39 




.59 


.93 


.23 


.25 


.38 




.58 


.96 


.26 


.27 


.38 




.78 


.98 


.22 


.22 


.49 


A17 


.77 


1.01 


.29 


.28 


.49 




.76 


1.05 


.35 


.33 


.49 




.75 


1.08 


.41 


.38 


.48 




.75 


1.11 


.46 


.42 


.48 




.74 


1.14 


.52 


.46 


.48 




.73 


1.17 


.58 


.49 


.48 




.93 


1.19 


.50 


.42 


.59 


A19 


.92 


1.22 


.61 


.50 


.59 




.91 


1.26 


.72 


.57 


.58 




.91 


1.29 


.82 


.64 


.58 




.90 


1.32 


.92 


.70 


.58 




.89 


1.35 


1.02 


.76 


.58 




.88 


1.38 


1.12 


.81 


.58 




.88 


1.41 


1.22 


.86 


.58 





166 CAMBRIA STEEL. 


PROPERTIES 


OF STANDARD ANG-LES 




EQXTAZ. XmEG&, 








■-^^ 






1 


2 1 3 


4 


5 


6 


7 


8 




i 






Distance of 








1 




Area 


Center of 


Moment 


Section 


Section 


Dimensions, 


Thickness 


Weight 
per Foot. 


of Section. 


Gravity from 

Back of 

Leg. 


of Inertia 
Axis 1-1. 


Modulus 
Axis 1-1. 


Number. 












a I a 


t 


A 


X 


I 


S 


Inches. 


Inches. 


Pounds. 


S(i. Ins. 


Inches. 


Inches.4 


lnGhes.3 
.98 


A21 


3^x 3y2 


/^ 


7.2 


2.09 


.99 


2.45 


u 


(( 


8.5 


2.49 


1.01 


2.87 


1.15 


n 


u 


7 


9.8 


2.88 


1.04 


3.26 


1.32 


(( 


(( 


>^ 


11.1 


3.25 


1.06 


3.64 


1.49 


(( 


(( 


i 


124 


3.63 


1.08 


3.99 


1.65 


(( 


(( 


13.6 


3.99 


1.10 


4.33 


1.81 


n 


H 


14.8 


4.34 


1.12 


4.65 


1.96 


ii 


! k 


16.0 


4.69 


1.15 


4.96 


2.11 


(( 


(( 


a 


17.1 


5.03 


1.17 


5.25 


2.25 


(( 


i( 


Vb 


18.3 


5.36 


1.19 


5.53 


2.39 


A23 


4x4 


78 


8.2 


2.41 


1.12 


3.71 


1.29 


a 


(( 


9.8 


2.86 


1.14 


4.36 


1.52 


a 


{( 


s 


11.3 


3.31 


1.16 


4.97 


1.75 


u 


(I 


12.8 


3.75 


1.18 


5.56 


1.97 


(( 


(( 




14.3 


4.19 


1.21 


6.12 


2.19 


" 


(( 


15.7 


4.62 


1.23 


6.66 


2.40 


(( 


(( 


11 


17.1 


5.03 


1.25 


7.17 


2.61 


(( 


(( 


% 


18.5 


5.44 


1.27 


7.66 


2.81 


(( 


(( 


19.9 


5.84 


1.29 


8.14 


3.01 


^^ 


n 


21.2 


6.24 


1.31 


8.59 


3.20 


A27 


6 X 6 


¥ 


14.9 


4.36 


1.64 


15.39 


3.53 


ii 


(C 




17.S 


5.06 


1.66 


17.68 


4.07 


a 


<< 


19.6 


5.75 


1.68 


19.91 


4.61 


(( 


(( 


21.9 


6.44 


1.71 


22.07 


5.14 


K 


(( 


24.2 


7.11 


1.73 


24.16 


5.66 


(( 


(( 


1 


26.5 


7.78 


1.75 


26.19 


6.17 


u 


(( 


28.7 


8.44 


1.78 


28.15 


6.66 


(( 


(I 


1 


31.0 


9.09 


1.80 


30.06 


7.15 


(( 


(( 


33.1 


9.74 


1.82 


31.92 


7.63 


(( 


(( 




35.3 


10.38 


1.84 


33.72 


8.11 


(( 


*' 


\ 


37.4 


11.00 


1.86 


35.46 


8.57 


A35 


8 X 8 


14 


26.4 


7.75 


2.19 


48.65 


8.37 


(( 


(( 


Ps 


29.6 


8.69 


2.21 


54.09 


9.34 


(( 


(( 


32.7 


9.61 


2.23 


59.43 


10.30 


u 


(( 


II 


35.8 


10.53 


2.25 


64.64 


11.25 


(( 


u 


38.9 


11.44 


2.28 


69.74 


12.18 


it 


i \l 


42.0 


12.34 


2.30 


74.72 


13.11 


(( 


1 V. 


45.0 


13.24 


2.32 


79.58 


14.02 


(( 


a 


if 


48.1 


14.13 


2.34 


84.34 


14.91 


(( 


(( 


1 


51.0 


15.00 


2.37 


88.98 


15.80 


(( 


(( 


IPs 


54.0 


15.88 


2.39 


93.53 


16.67 


l( 


t( 


56.9 


16.74 


2.41 


97.97 


17.53 



CAMBRIA STEEL. 



167 



PROPERTIES OF STANDARD ANGLES. 






9 


10 


11 


12 


13 


1 


Radius of 


Distance of 
Center of 


Least Moment of 


Section Modulus 


Least Radius of 




Gyration 


Gravity from 


Inertia 


Axis 2-2. 


Gyration 


Section 


Axis 1-1. 


External Apex. 


Axis 2-2. 




Axis 2-2. 


Number. 


r 


X" 


V 


S" 


T" 




Inches. 


Inches. 


Inches.* 


Inches. 3 


Inches. 




1.08 


1.40 


.99 


.71 


.69 


A21 


1.07 


1.43 


1.16 


.81 


.68 


(( 


1.07 


1.46 


1.33 


.91 


.68 


iC 


1.06 


1.50 


1.50 


1.00 


.68 


(( 


1.05 


1.53 


1.66 


1.09 


.68 


(( 


1.04 


1.56 


1.82 


1.17 


.68 


(( 


1.04 


1.59 


1.97 


1.24 


.67 


t( 


1.03 


1.62 


2.13 


1.31 


.67 


(( 


1.02 


1.65 


2.28 


1.38 


67 


i( 


1.03 


1.68 


2.43 


1.45 


.67 


(( 


1.24 


1.58 


1.50 


.95 


.79 


A23 


1.23 


1.61 


1.77 


1.10 


.79 


(( 


1.23 


1.64 


2.02 


1.23 


.78 


(( 


1.22 


1.67 


2.28 


1.36 


.78 


" 


1.21 


1.71 


2.52 


1.48 


.78 


u 


1.20 


1.74 


2.76 


1.59 


.77 


(( 


1.19 


1.77 


3.00 


1.70 


.77 


i( 


1.19 


1.80 


3.23 


1.80 


.77 


(( 


1.18 


1.83 


3.46 


1.89 


.77 


(( 


1.17 


1.86 


3.69 


1.99 


.77 


i( 


1.88 


2.32 


6.19 


2.67 


1.19 


A27 


1.87 


2.34 


7.13 


3.04 


1.19 


(( 


1.86 


2.38 


8.04 


3.37 


1.18 


(( 


1.85 


2.41 


8.94 


3.70 


1.18 


(( 


1.84 


2.45 


9.81 


4.01 


1.17 


(( 


1.83 


2.48 


10.67 


4.31 


1.17 


(( 


1.83 


2.51 


11.52 


4.59 


1.17 


(( 


1.82 


2.54 


12.35 


4.86 


1.17 


(( 


1.81 


2.57 


13.17 


5.12 


1.16 


«t 


1.80 


2.60 


13.98 


5.37 


1.16 


(( 


1.80 


2.64 


14,78 


5.61 


1.16 


(( 


2.51 


S.09 


19.56 


6.33 


1.59 


A35 


2.50 


3.12 


21.79 


6.98 


1.58 


(( 


2.49 


3.16 


23.97 


7.60 


1.58 


«( 


2.48 


3.19 


26.13 


8.20 


1.58 


n 


2.47 


3.22 


28.24 


8.77 


1.57 


(« 


2.46 


3.25 


30.33 


9.33 


1.57 


(( 


2.45 


3.28 


32.38 


9.86 


1.56 


(t 


2.44 


3.32 


34.40 


10.38 


1.56 


(( 


2.44 


3.35 


36.40 


10.88 


1.56 


(( 


2.43 


3.38 


38.38 


11.36 


1.56 


(( 


2.42 


3.41 


40.33 


11.83 


1.55 


(4 



168 




CAMBKIA STEEL. 








PROPERTIES OF SPBOIAT. ANGLES. 








EQXTAI^ X^SGS. 




















v/>V>Z_,i 






1 


2 


3 


4 


5 


6 


7 


8 












Distance of 
















Center of 


Moment 


Section 










Area 










Dimensions. 


Thickness. 


Weight 


of Section. 


Gravity from 


of Inertia 


Modulus 


Section 






perPoot. 




Back of 


Aiisl-t 


Axis 1-1. 


Number. 










Leg. 






a X a 


t 


A 


X 


I 


S 


Inches. 


Inches. 


Pounds. 


S(i. Ins. 


Inches. 


Inches.4 


Inches.3 


A61 


1)^x11^ 


Vs 


1.3 


.36 


.42 


.08 


.072 


(( 


'^44 


t\ 


1.8 


.53 


.44 


.11 


.104 


A41 


2^x2M 


P. 


2.8 


.81 


.63 


.39 


.24 


(( 


^44 


3.7 


1.07 


.65 


.50 


.32 


i( 


44 


^, 


4.5 


1.31 


.68 


.61 


.39 


(( 


44 


5.3 


1.55 


.70 


.70 


.45 


t( 


44 


A 


6.1 


1.78 


.72 


.79 


.52 


A43 


25^x2% 


§ 


3.4 


1.00 


.76 


.73 


.37 


i( 


44 


4.5 


1.32 


.78 


.95 


.48 


i( 


44 


J^ 


5.6 


1.63 


.80 


1.15 


.59 


(( 


44 


6.6 


1.93 


.82 


1.33 


.69 


(( 


44 


S 


7.6 


2.22 


.85 


1.51 


.79 


(i 


44 


8.5 


2.50 


.87 


1.67 


.89 


A45 


43^x4>^ 


/b 


9.3 


2.72 


1.24 


5.36 


1.64 


(( 


^44 ^ 


5^ 


11.0 


3.24 


1.26 


6.30 


1.95 


(( 


44 


li 


12.8 


3.75 


1.29 


7.20 


2.24 


(( 


44 


14.5 


4.25 


1.31 


8.07 


2.53 


it 


44 


7^ 


16.2 


4.75 


1.33 


8.91 


2.81 


(( 


44 


17.8 


5.24 


1.35 


9.71 


3.09 


t( 


44 


H 


19.5 


5.72 


1.38 


10.48 


3.35 


A47 


5 x5 


% 


12.3 


3.61 


1.39 


8.74 


2.42 


4( 


44 




14.3 


4.19 


1.41 


10.02 


2.79 


i( 


(( 


16.2 


4.75 


1.43 


11.25 


3.16 


(( 


i( 


/8 


18.1 


5.31 


1.46 


12.44 


3.51 


(( 


(t 


20.0 


5.86 


1.48 


13.58 


3.86 


(« 


« 


ii 


21.8 


6.41 


1.50 


14.68 


4J20 



CAMBRIA STEEL. 



169 



PBOPERTIES OF SPECIAL ANGLES. 



2-.^ 




9 


10 


11 


12 


13 


1 




Distance of 










Radius of 


Center of 


Least Moment of 


Section Modulus 


Least Radius of 




Gyration. 


Gravity from 


Inertia 


Axis 2-2. 


Gyration 




Axis 1-1. 


External Apex. 


Axis 2-2. 




Axis 2-2. 


Section 
Number. 


r 


x'^ 


T' 


S'' 


r// 




Inches. 


Inches. 


Inches.4 


Inches. 3 


Inches. 




.47 


.60 


.031 


.053 


.30 


A61 


.46 


.63 


.045 


.072 


.29 


a 


.70 


.89 


.16 


.18 


.44 


A41 


.69 


.92 


.21 


.22 


.44 


(( 


.68 


.96 


.25 


.26 


.44 


(i 


.67 


.99 


.29 


.30 


.43 


a 


.67 


1.02 


.33 


.33 


.43 


(( 


.86 


1.07 


.30 


.28 


.54 


A43 


.85 


1.10 


.38 


.35 


.54 


(( 


.84 


1.13 


.47 


.41 


.54 


it 


.83 


1.17 


.55 


.47 


.53 




.83 


1.20 


.63 


.52 


.53 


(( 


.82 


1.23 


.70 


.57 


.53 




1.40 


1.75 


2.16 


1.23 


.89 


A45 


1.40 


1.79 


2.54 


1.42 


.89 


(i 


1.39 


1.82 


2.92 


1.61 


.88 


a 


1.38 


1.85 


3.29 


1.78 


.88 




1.37 


1.88 


3.64 


1.94 


.88 


(( 


1.36 


1.91 


3.99 


2.03 


.87 


(I 


1.35 


1.95 


4.34 


2.23 


.87 


({ 


1.56 


1.96 


3.53 


1.79 


.99 


A47 


1.55 


2.00 


4.05 


2.03 


.98 


i( 


1.54 


2.03 


4.56 


2.25 


.98 


(i 


1.53 


2.06 


5.06 


2.46 


.98 


(( 


1.52 


2.09 


5.55 


2.66 


.97 


(t 


1.51 


2.12 


6.03 


2.84 


.97 


t( 



170 



CAMBRIA STEEL. 



PROPERTIES OF STANDARD ANGLES. 




1 


2 


Section 


Dimensions. 


Number. 


b s a 




Inches. 



A91 



A93 



2^x2 



Thickness. "Vi'eight 
1 per Foot, i 



3 x23^ 



A95 33^x23^ 



A97 



33^x3 



A99 4 x3 



Inches. ' Pounds. 



i 

li 

¥ 
if 






/2 

9 

Vs 

II 

7 

P 
72 



TS 

II 

II 



2.8 
3.7 

4.6 
5.3 

6.1 
6.8 
7.6 

4.5 
5.6 
6.6 
7.6 
8.5 
9.5 
10,4 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

11.5 

12.5 

13.4 

6.6 
7.9 
9.1 
10.2 
11.4 
12.5 
13.6 
14.7 
15.8 
16.8 

7.2 
8.5 
9.8 
11.1 
12.4 
13.6 
14.8 
16.0 
17.1 
18.3 



Area 
of Section. 



Sq. Ins. 



.81 
1.07 
1.31 
1.55 
1.78 
2.00 
2.22 

1.32 
1.63 
1.93 
2.22 
2.50 
2.78 
3.05 

1.44 
1.78 
2.11 
2.44 
2.75 
3.06 
3.36 
3.66 
3.94 

1.94 
2.30 
2.66 
3.00 
3.34 
3.68 
4.00 
4.32 
4.63 
4.93 

2.09 
2.49 
2.88 
3^5 
3.63 
3.99 
4.34 
4.69 
5.03 
5.36 



6 


7 


8 


Distance of Center 
of Gravity from 
Back of Longer 


Moment of 
Inertia 
Axis 1-1. 


Section 
Modnins 
ins 1-1. 


X 


I 


S 


Inches. 


Inches.4 


Inches. 3 



.51 
.54 
.56 
.58 
.60 
.63 
.65 



.68 
.71 
.73 
.75 

.77 
.79 



.81 
.83 
.85 
.88 
.90 
.92 
.94 
.96 
.98 
1.00 

.76 
.78 
.80 
.83 
.85 
.87 
.89 
.92 
.94 
.96 



.29 
.37 
.45 
.51 
.58 
.64 
.69 

.74 
.90 
1.04 
1.18 
1.30 
1.42 
1.53 



.20 
.25 
.31 
.36 

.41 
.46 
.51 

.40 
.49 
.58 
,66 
.74 
,82 
.90 



.61 


.78 


.41 


.64 


.94 


.50 


.66 


1.09 


.59 


.68 


1.23 


.68 


.70 


1.36 


.76 


.73 


1.49 


.84 


.75 


1.61 


.92 


.77 


1.72 


.99 


.79 


1.83 


1.07 



1.58 


.72 




1.85 


.85 




2.09 


.98 




2.33 


1.10 




2.55 


1.21 




2.76 


1.33 




2.96 


1.44 




3.15 


1.54 




3.33 


1.65 




3.50 


1.75 




1.65 


.73 




1.92 


.87 




2.18 


.99 




2.42 


1.12 




2.66 ' 


1.23 




2.87 


1.35 




3.08 


1.46 




3.28 


1.57 




3.47 


1.68 




3.66 


1.79 









CAMBRIA STEEL. 




171 




PROPERTIES OP STANDARD ANGLES 






UNJE:QXTJkx« x.:e:gs. 






9 


10 


11 


12 


13 


14 


15 


1 


Radius of 


Distance of Center 


Moment of 


Section 


Radius of 




Least Radius 




Gyration 
Axis 1-1. 


of Gravity from 

Back of Shorter 

leg. 


Inertia 
Axis 2-2. 


Modulus 
Axis 2-2. 


Gyration 
Axis 2-2. 


Tangent 
of Angle 


of Gyration 
Axis 3-3. 


Section 


r 


x' 


r 


S' 


r' 


oc 


r// 


Number. 


Inches. 


Inches. 


Inches.4 


Inches.3 


Inches. 


Inches. 


.60 


.76 


.51 


.29 


.79 


.632 


.43 


A91 


.59 


.79 


.65 


.38 


.78 


.626 


.42 


(fc 


.58 


.81 


.79 


.47 


.78 


.620 


.42 


(i 


.58 


.83 


.91 


.55 


.77 


.614 


.42 


(( 


.57 


.85 


1.03 


.62 


.76 


.607 


.42 


(( 


.56 


.88 


1.14 


.70 


.75 


.600 


.42 


(t 


.56 


.90 


1.24 


.77 


.75 


.592 


.42 


(( 


.75 


.91 


1.17 


.56 


.95 


.684 


.53 


A93 


.74 


.93 


1.42 


.69 


.94 


.680 


.53 


(( 


.74 


.96 


1.66 


.81 


.93 


.676 


.52 


(( 


.73 


.98 


1.88 


.93 


.92 


.672 


.52 


t( 


.73 


1.00 


2.08 


1.04 


.91 


.666 


.52 


(( 


.72 


1.02 


2.28 


1.15 


.91 


.661 


.52 


u 


.71 


1.04 


2.46 


1.26 


.90 


.655 


.52 


(( 


.74 


1.11 


1.80 


.75 


1.12 


.506 


.54 


A95 


.73 


1.14 


2.19 


.93 


1.11 


.501 


.54 


(( 


.72 


1.16 


2.56 


1.09 


1.10 


.496 


.54 


(( 


.71 


1.18 


2.91 


1.26 


1.09 


.491 


.54 


(( 


.70 


1.20 


3.24 


1.41 


1.09 


.486 


.53 


(( 


.70 


1.23 


3.55 


1.56 


1.08 


.480 


.53 


(( 


.69 


1.25 


3.85 


1.71 


1.07 


.472 


.53 


(( 


.69 


1.27 


4.13 


1.85 


1.06 


.468 


.53 


{( 


.68 


1.29 


4.40 


1.99 


1.06 


.461 


.54 


(( 


.90 


1.06 


2.33 


.95 


1.10 


.724 


.63 


A97 


.90 


1.08 


2.72 


1.13 


1.09 


.721 


.62 


14 


.89 


1.10 


3.10 


1.29 


1.08 


.718 


.62 


(( 


.88 


1,13 


3.45 


1.45 


1.07 


.714 


.62 


** 


.87 


1.15 


3.79 


1.61 


1.07 


.711 


.62 


U 


.87 


1.17 


4.11 


1.76 


1.06 


.707 


.62 


»* 


.86 


1.19 


4.41 


1.91 


1.05 


.703 


.62 


(( 


.85 


1.21 


4.70 


2.05 


1.04 


.698 


.62 


(( 


.85 


1.23 


4.98 


2.20 


1.04 


.694 


.62 


(( 


.84 


1.25 


5.24 


2.33 


1.03 


.689 


.63 


" 


.89 


1.26 


3.38 


1.23 


1.27 


.554 


.65 


A99 


.88 


1.28 


3.96 


1.46 


1.26 


.551 


.64 


ii 


.87 


1.30 


4.52 


1,68 


1.25 


.547 


.64 


(( 


.86 


1.33 


5.05 


1.89 


1.25 


.543 


.64 


(( 


.86 


1.35 


5.55 


2.09 


1.24 


.538 


.64 


(( 


.85 


1.37 


6.03 


2.30 


1.23 


.534 


.64 


(( 


.84 


1.39 


6.49 


2.49 


1.22 


.529 


.64 


(( 


.84 


1.42 


6.93 


2.68 


1.22 


.524 


.64 


(( 


.83 


1.44 


7.35 


2.87 


1.21 


.518 


.64 


(( 


.83 


1.46 


7.75 


3.05 


1.20 


.512 


.64 


(( 



172 CAMBRIA STEEL. 


PROPERTIES OF STANDARD ANGLES 




x7rorE:QXT.A.i. i^egs. 






^^^ 






1 


2 


3 


4 


5 


6 


7 


8 


Section 
Number. 


Dimensions. 


Thickness. 


Weight 
per Foot. 


Area of 
Section. 


Distance of Center 

of Gravity from 

Back of Longer 

Leg. 


Moment of 
Inertia 
Axis 1-1. 


Section 
Modulus 
Axis M. 


b X a 


t 


A 


X 


I 


S 


Inches. 


Inches. 


Pounds. 


Sq. Ins. 


Inches. 


Inches.'* 


Inches.^ 


AlOl 


5 x3 


t'^ 


8.2 


2.41 


.68 


1.75 


.75 


(( 


" 


^ 


9.8 


2.86 


.70 


2.04 


.89 


(( 






11.3 


3.31 


.73 


2.32 


1.02 


(( 


u 


12.8 


3.75 


.75 


2.58 


1.15 


(( 


,. 




14.3 


4.19 


.77 


2.83 


1.27 


(( 


" 


/8 


15.7 


4.61 


.80 


3.06 


1.39 


(4 


(( 


II 


17.1 


5.03 


.82 


3.29 


1.51 


(( 




18.5 


5.44 


.84 


3.51 


1.62 


(( 




li 


19.9 


5.84 


.86 


3.71 


1.74 


(( 




^ 


21.2 


6.24 


.88 


3.91 


1.85 


A103 


5 x33^ 


i 


8.7 


2.56 


.84 


2.72 


1.02 


(4 


it /2 


10.4 


3.05 


.86 


3.18 


1.21 


(( 






12.0 


3.53 


.88 


3.63 


1.39 


(( 




x/ 


13.6 


4.00 


.91 


4.05 


1.56 


U 




A 


15.2 


4.47 


.93 


4.45 


1.73 


(( 




% 


16.8 


4.93 


.95 


4.83 


1.90 


(( 




H 


18.3 


5.38 


.97 


5.20 


2.06 


(( 




% 


19.8 


5.82 


1.00 


5.55 


2.22 


(( 




i 


21.3 


6.25 


1.02 


5.89 


2.37 


(( 




22.7 


6.68 


1.04 


6.21 


2.52 


(( 




it 


24.2 


7.09 


1.06 


6.52 


2.67 


A105 


6 x3i^ 


¥ 


11.7 


3.43 


.79 


3.34 


1.23 


(( 






13.5 


3.97 


.81 


3.81 


1.41 


(( 




15.3 


4.50 


.83 


4.25 


1.59 


(( 




i 


17.1 


5.03 


.86 


4.67 


1.77 


(( 




18.9 


5.55 


.88 


5.08 


1.94 


(( 




1^ 


20.6 


6.06 


.90 


5.47 


2.11 


(( 




/A 


22.4 


6.57 


.93 


5.84 


2.27 


(( 




t 


24.0 


7.06 


.95 


6.20 


2.43 


(( 




25.7 


7.55 


.97 


6.55 


2.59 


(( 




15 


27.3 


8.03 


.99 


6.88 


2.74 


(( 


*' 


1 


28.9 


8.50 


1.01 


7.21 


2.90 


A107 


6 x4 


v% 


12.3 


3.61 


.94 


4.90 


1.60 


K 




r 


14.3 


4.19 


.96 


5.60 


1.85 


(( 


(/ 


16.2 


4.75 


.99 


6.27 


2.08 


u 




i 


18.1 


5.31 


1.01 


6.91 


2.31 


(( 




20.0 


5.86 


1.03 


7.52 


2.54 


(( 




1^ 


21.8 


6.41 


1.06 


8.11 


2.76 


(( 




74 


23.6 


6.94 


1.08 


8.68 


2.97 


(( 




i 


25.4 


7.47 


1.10 


9.23 


3.18 


(( 




27.2 


7.99 


1.12 


9.75 


3.39 


(( 






28.9 


8.50 


1.14 


10.26 


3.59 


(( 


(( 


30.6 


9.00 


1.17 


10.75 


3.79 



CAMBRIA STEEL. 



173 



PROPERTIES OP STANDARD ANGLES. 




9 


10 


11 


12 


13 


14 


15 


1 


Radius of 


Distance of Center 
of Gravity from 
Back of Shorter 


Moment of 


Section 


Radius of 


Tangent 


Least Radius 




Gyration 


Inertia 


Modulus 


Gyration 




of Gyration 


Section 


Axis 1-1. 


Leg. 


Axis 2-2. 


Axis 2-2. 


Axis 2-2. 


of Angle 


Axis 3-3. 












OC 




Number. 


r 


X' 


r 


S' 


r' 


r// 


Inches. 


Inches. 


Inches.4 


Inches.3 


Inches. 


Inches. 




.85 


1.68 


6.26 


1.89 


1.61 


.368 


.66 


AlOl 


.84 


1.70 


7.37 


2.24 


1.61 


.364 


.65 


(( 


.84 


1.73 


8.43 


2.58 


1.60 


.361 


.65 


(( 


.83 


1.75 


9.45 


2.91 


1.59 


.357 


.65 


(( 


.82 


1.77 


10.43 


3.23 


1.58 


.353 


.65 


(( 


.82 


1.80 


11.37 


3.55 


1.57 


.349 


.64 


(( 


.81 


1.82 


12.28 


3.86 


1.56 


.345 


.64 


(( 


.80 


1.84 


13.15 


4.16 


1.55 


.340 


.64 


(( 


.80 


1.86 


13.98 


4.46 


1.55 


.336 


.64 


(( 


.79 


1.88 


14.78 


4.75 


1.54 


.331 


.64 


(( 


1.03 


1.59 


6.60 


1.94 


1.61 


.489 


.77 


A103 


1.02 


1.61 


7.78 


2.29 


1.60 


.485 


.76 


(( 


1.01 


1.63 


8.90 


2.64 


1.59 


.482 


.76 


t( 


1.01 


1.66 


9.99 


2.99 


1.58 


.479 


.75 


t( 


1.00 


1.68 


11.03 


3.32 


1.57 


.476 


.75 


(( 


.99 


1.70 


12.03 


3.65 


1.56 


.472 


.75 


t( 


.98 


1.72 


12.99 


3.97 


1.56 


.468 


.75 


(( 


.98 


1.75 


13.92 


4.28 


1.55 


.464 


.75 


(( 


.97 


1.77 


14.81 


4.58 


1.54 


.460 


.75 


(( 


.96 


1.79 


15.67 


4.88 


1.53 


.455 


.75 


(( 


.96 


1.81 


16.49 


5.17 


1.53 


o451 


.75 


(( 


.99 


2.04 


12.86 


3.24 


1.94 


.350 


.77 


A105 


.98 


2.06 


14.76 


3.75 


1.93 


.347 


.76 


(( 


.97 


2.08 


16.59 


4.24 


1.92 


.344 


.76 


(( 


.96 


2.11 


18.37 


4.72 


1.91 


.341 


.75 


(( 


.96 


2.13 


20.08 


5.19 


1.90 


.338 


.75 


(( 


.95 


2.15 


21.74 


5.65 


1.89 


.334 


.75 


(( 


.94 


2.18 


23.34 


6.10 


1.89 


.331 


.75 


(( 


.94 


2.20 


24.89 


6.55 


1.88 


.327 


.75 


4( 


.93 


2.22 


26.39 


6.98 


1.87 


.323 


.75 


(( 


.93 


2.24 


27.84 


7.41 


1.86 


.320 


.75 


(( 


.92 


2.26 


29.15 


7.80 


1.85 


.317 


.75 


(( 


1.17 


1.94 


13.47 


3.32 


1.93 


.446 


.88 


A107 


1.16 


1.96 


15.46 


3.83 


1.92 


.443 


.87 


( 




1.15 


1.99 


17.40 


4.33 


1.91 


.440 


.87 


t 




1.14 


2.01 


19.26 


4.83 


1.90 


.438 


.87 


( 




1.13 


2.03 


21.07 


5.31 


1.90 


.434 


.86 


( 




1.13 


2.06 


22.82 


5.78 


1.89 


.431 


.86 


( 




1.12 


2.08 


24.51 


6.25 


1.88 


.428 


.86 


( 


■ 


1.11 


2.10 


26.15 


6.70 


1.87 


.425 


.86 


( 




1.11 


2.12 


27.73 


7.15 


1.86 


.421 


.86 


( 




1.10 


2.14 


29.26 


7.59 


1.86 


.418 


.86 


( 


I 


1.09 


2.17 


30.75 


8.02 


1.85 


.414 


86 


( 


i 



174 



CAMBRIA STEEL. 



PROPERTIES OF SPECIAL ANG-LES. 



UNSQUAZ^ XaSGS. 




1 


2 


3 


4 


5 


6 


7 


8 










Area 


Distance of Center 


Moment 


Section 


SpptinTL 


Dimensions. 


Thickness. 


Weight 


of 


of Gravity from 


of Inertia 


Modulus 


DCU LXUll 








Section. 


Back of Longer 


iiis 1-1. 


Atis 1-1. 


Number. 






per Foot. 




Leg. 






b X a 


t 




A 


X 


I 


S 




Inches. 


Inches. 


Pounds, 


Sq. Ins. 


Inches. 
.24 


Inches.^ 


Inches.3 


A170 


15^ X If 


y. 


1.0 


.28 


.020 


.003 


A167 


l>^x % 


Ys 


1.0 


^7 


.17 


.011 


.018 


A165 


l%xl>^ 


1% 


2.8 


.81 


.33 


.073 


.093 


A163 


l%xli4 


A 


1.8 


.53 


.33 


.07 


.07 


A121 


2x1^ 


T% 


2.1 


.60 


.35 


.10 


.10 


it 


(( 


M 


2.7 


.79 


.37 


.12 


.12 


u 


" 


t'b 


3.3 


.96 


.39 


.14 


.14 


u 


(( 


8 


3.9 


1.13 


.42 


.16 


.17 


a 


(( 


/^ 


4.4 


1.29 


.44 


.18 


.19 


A123 


2 X 11^ 


^^ 


1.5 


.43 


.37 


.08 


.07 


a 


ti ^^ 


-h 


2.2 


.63 


.39 


.12 


.11 


n 


(( 


Va. 


2.8 


.82 


.41 


.15 


ol4 


(( 


(( 


s 


3.4 


1.00 


.44 


.18 


•i^ 


(( 


(( 


4.0 


1.18 


.46 


.21 


.20 


(( 


(( 


^ 


4.6 


1.34 


.48 


.23 


.22 


A155 


2^xlx^ 


M 


2.1 


.60 


.30 


.08 


.08 


A125 


23^x13^ 


1% 


2.3 


.67 


.28 


.07 


.08 


(( 


yz <j /* 


¥ 


3.0 


.88 


.30 


.09 


.10 


(( 


(( 


/^ 


3.7 


1.08 


.33 


.11 


.12 


(( 


(( 


4.4 


1.27 


.35 


.13 


.14 


4( 


" 


A 


5.0 


1.45 


.37 


.14 


.16 


A127 


23^ X 13^ 


1 


2.5 


.72 


.35 


1 .13 


.11 


(( 


/J tt ''^ 


8.2 


.94 


.38 


! ,16 


.14 


(( 


(( 


/8 


4.0 


1.16 


.40 


i .19 


•n 


(( 


(( 


4.7 


1.36 


.42 


.22 


.20 


a 


(( 


/I 


5.3 


1.56 


.44 


: .24 


.23 


A161 


2>^x 1% 


1*5 


2.6 


.77 


.43 


.20 


.15 


u 


/A ^^ /* 


^/^ 


3.4 


1.00 


.45 


.25 


.20 


A128 


2^x 13^ 


T^S 


2.6 


.77 


.34 


.13 


.11 


(( 


/4 ^^ /Z 


^ 


3.4 


1.00 


.36 


1 -17 


.14 


(( 


(( 


ft 


4.2 


1.24 


.38 


! .20 


.18 


(( 


(( 


5.0 


1.46 


.41 


! .22 


.21 


(t 


t( 


A 


5.7 


1.67 


.43 


\ .25 


.23 


A129 


3 x2 


§ 


3.1 


.91 


.47 


.31 


.20 


(( 


(( 


4.1 


1.19 


.49 


! .39 


.26 


(( 


<t 


V 

9 


5.0 


1.47 


.51 


1 .47 


.32 


(( 


(( 


5.9 


1.74 


.54 


.54 


.37 


(( 


" 




6.8 


2.00 


.56 


1 .61 


.42 


(( 


" 


s 


7.7 


2.25 


.58 


1 .67 


.47 



CAMBRIA STEEIi. 



175 



PROPERTIES OF SPECIAL ANGLES, 








-v J^^ ^ 








9 


10 


11 


12 


13 


14 


15 


1 


Radius of 


Distance of Center 


[ifoment of 


Section 


Radius of 




Least 




Gyration 
Axis 1-1. 


of Gravity from 

Back of Shorter 

Leg. 


Inertia 
Axis 2-2. 


Modulus 
Axis 2-2. 


Gyration 
Axis 2-2. 


Tangent 
of Angle 


Radius of 
Gyration 
Axis 3-3. 


Section 
Number. 


r 


X' 


F 


S' 


r' 


OC 


r// 


Inches. 


Inches. 


Inches.4 


Inches.3 


Inches. 


Inches. 




.27 


.46 


.052 


.057 


.44 


.458 


.20 


A170 


.20 


.55 


.061 


.064 


.48 


.261 


.16 


A167 


.30 


.65 


.140 


.127 


.42 


.104 


.30 


A165 


.86 


.58 


.16 


.14 


.55 


.496 


.27 


A168 


.41 


.66 


.24 


.18 


.68 


.475 


.81 


A121 


.39 


.68 


.31 


.23 


.63 


.455 


.30 


(( 


.38 


.71 


.87 


.28 


.62 


.445 


.29 


(( 


.38 


.78 


.42 


.33 


.61 


.434 


.29 


(( 


.37 


.75 


.47 


.38 


.60 


.421 


.30 


Ik 


.45 


.62 


.17 


.18 


.64 


.558 


.88 


A128 


.44 


.64 


.25 


.18 


.68 


.551 


.32 


(( 


.43 


.66 


.32 


.24 


.62 


.543 


.32 


(( 


.42 


.69 


.38 


.29 


.62 


.534 


.32 


.(( 


.42 


.71 


.43 


.34 


.61 


.524 


.32 


a 


.41 


.73 


.48 


.38 


.60 


.512 


.32 


n 


.36 


.80 


.33 


.22 


.74 


.330 


.29 


A155 


.33 


.91 


.43 


.27 


.80 


.264 


.27 


A125 


.33 


.93 


.55 


.35 


.79 


.256 


.27 


(( 


.32 


.95 


.66 


.48 


.79 


.247 


.26 


(( 


.32 


.97 


.77 


.50 


.78 


.238 


.26 


(( 


.31 


1.00 


.86 


.57 


.77 


.228 


.27 


(( 


.42 


.85 


.46 


.28 


.80 


.364 


.33 


A127 


.41 


.88 


.59 


.36 


.79 


.357 


.32 


(( 


.41 


.90 


.71 


.44 


.79 


.349 


.82 


it. 


.40 


.92 


.82 


.52 


.78 


.840 


.82 


(( 


.40 


.94 


.92 


.59 


.77 


.331 


.32 


(( 


.51 


.81 


.49 


.29 


.80 


.486 


.38 


A161 


.50 


.83 


.62 


.87 


.79 


.479 


.88 


n 


.41 


.96 


.60 


.33 


.89 


.809 


.83 


A128 


.41 


.98 


.77 


.44 


.88 


.802 


.82 


(( 


.40 


1.01 


.93 


.53 


.87 


.295 


.32 


(( 


.39 


1.08 


1.08 


.68 


.86 


.287 


.32 


(( 


.39 


1.05 


1.21 


.72 


.85 


.279 


.32 


t( 


.58 


.97 


.84 


.41 


.97 


.446 


.44 


A129 


.57 


.99 


1.09 


.54 


.96 


.440 


.43 


(( 


.57 


1.02 


1.32 


.66 


.95 


.434 


.43 


(( 


.56 


1.04 


1.58 


.78 


.94 


.428 


.43 


u 


.55 


1.06 


1.73 


.89 


.98 


.421 


.43 


(( 


,55 


1.08 


1.92 


1.00- 


.92 


.414 


.43 


(( 



176 




CAMBRIA STEEL. 








PROPERTIES OP SPECIAL ANGLES. 




















^ 






1 


2 


3 


4 


5 


6 


7 


8 












Distance of Center 














Area 




Moment of 


Section 




Dimensions. 


Thickness. 


Weight 
per Foot. 


of 


of Gravity from 


Inertia 


Modulus 


Section 






Section. 


Back of Longer 


Axis 1-1. 


Axis 1-1. 


Number. 










Leg. 






b X a 


t 


A 


X 


I 


S 


Inches. 


Inches. 


Pounds. 


S^. Ins. 


Inches. 


Inches.'^ 
.41 


Inches.3 


A151 


3^x2 


M 


4.5 


1.32 


.46 


.26 


(( 


^^ 44 


T% 


5.6 


1.63 


.48 


.49 


.32 


(( 


44 


¥ 


6.6 


1.93 


.50 


.57 


.38 


(( 


44 


72 


7.6 


2.22 


.53 


.64 


.43 


(( 


44 


8.5 


2.50 


.55 


.70 


.48 


(( 


44 


A 


9.5 


2.78 


.57 


.76 


.54 


(( 


44 


Vs 


10.4 


3.05 


.59 


.82 


.59 


A131 


4 xSK 


i 


7.7 


2.25 


.93 


2.55 


.99 


(( 


44 ^^ 


9.1 


2.68 


.96 


2.99 


1.17 


(( 


46 




10.6 


3.09 


.98 


3.40 


1.35 


(( 


44 


11.9 


3.50 


1.00 


3.79 


1.52 


(( 


44 


i 


13.3 


3.91 


1.02 


4.17 


1.68 


(( 


44 


14.7 


4.30 


1.04 


4.49 


1.83 


(( 


44 


if 


16.0 


4.69 


1.07 


4.86 


2.00 


A133 


43^x3 


Vs 


9.1 


2.68 


.74 


1.98 


.88 


(( 


^^ 44 


p. 


10.6 


3.09 


.76 


2.25 


1.01 


(( 


44 


11.9 


3.50 


.79 


2.51 


1.13 


(4 


44 


T% 


13.3 


3.91 


.81 


2.75 


1.25 


(( 


44 


% 


14.7 


4.30 


.83 


2.98 


1.37 


H 


44 


H 


16.0 


4.69 


.85 


3.19 


1.49 


A135 


5 x4 


Vs 


11.0 


3.24 


1.03 


4.66 


1.57 


ik 


44 


n 


12.8 


3.75 


1.05 


5.32 


1.81 


a 


44 


14.5 


4.25 


1.07 


5.96 


2.04 


(( 


44 


Ps 


16.2 


4.75 


1.10 


6.56 


2.26 


(( 


4k 


17.8 


5.24 


1.12 


7.14 


2.48 


(4 


44 


a 


19.5 


5.72 


1.14 


7.70 


2.69 


A109 


7 x3y2 


A 


15.0 


4.41 


.75 


3.95 


1.44 


44 


44 


% 


17.0 


5.00 


.78 


4.41 


1.62 


44 


44 




19.1 


5.59 


.80 


4.86 


1.80 


44 


44 


VS 


21.0 


6.18 


.82 


5.28 


1.97 


44 


44 


i 


23.0 


6.75 


.85 


5.69 


2.14 


44 


(4 


24.9 


7.32 


.87 


6.08 


2.31 


44 


44 


» 


26.8 


7.88 


.89 


6.46 


2.48 


44 


(4 


28.7 


8.43 


.91 


6.83 


2.64 


44 


44 


if 


30.5 


8.97 


.94 


7.18 


2.80 


44 


t( 


1 


32.3 1 9.50 


.96 


7.53 


2.96 







CAMBBIA STEEL. 




177 




PROPJilKTIES OF SPECIAL ANQLES. 






XTNSQXJAX. X-EIGS. 






9 


10 


11 


12 1 


13 


14 


15 


1 


Radius of 


Distance of Center 


Moment of 


Section 


Radius of 




Radius of 




Gyration 


of Gravity from 


Inertia 


Modulus 


Gyration 


Tangent 


Gyration 




Axis 1-1. 


Back of Shorter 


Axis 2-2. 


Axis 2-2. 


Axis 2-2. 


of Angle 


Axis 3-3. 


Section 




Leg. 










Number. 












OC 






r 


X' 


I' 


S' 


r' 


r// 


Inches. 


Inches. 


Inches.-* 


Inches.3 


Inches. 


Inches. 


.56 


1.21 


1.67 


.73 


1.13 


.335 


.44 


A151 


.55 


1.23 


2.02 


.89 


1.12 


.329 


.43 


4( 


.54 


1.25 


2.36 


1.05 


1.11 


.324 


.43 


H 


.54 


1.28 


2.68 


1.21 


1.10 


.318 


.43 


(( 


.53 


1.30 


2.98 


1.36 


1.09 


.312 


.43 


(( 


.52 


1.32 


3.27 


1.50 


1.08 


.305 


.43 


(( 


.52 


1.34 


3.54 


1.64 


1.08 


.298 


.43 


4( 


1.07 


1.18 


3.56 


1.26 


1.26 


.757 


.73 


A131 


1.06 


1.21 


4.18 


1.49 


1.25 


.755 


.73 


(4 


1.05 


1.23 


4.76 


1.72 


1.24 


.753 


.72 


(i 


1.04 


1.25 


5.32 


1.94 


1.23 


.750 


.72 


(( 


1.03 


1.27 


5.86 


2.15 


1.23 


.747 


.72 


(( 


1.02 


1.29 


6.37 


2.35 


1.22 


.742 


.72 


(( 


1.02 


1.32 


6.86 


2.56 


1.21 


.742 


.72 


a 


.86 


1.49 


5.50 


1.83 


1.44 


.440 


.65 


A133 


.85 


1.51 


6.29 


2.10 


1.43 


.437 


.65 


(( 


.85 


1.54 


7.04 


2.37 


1.42 


.431 


.65 


t( 


.84 


1.56 


7.75 


2.64 


1.41 


.428 


.64 


(( 


.83 


1.58 


8.44 


2.89 


1.40 


.424 


.64 


u 


.83 


1.60 


9.10 


3.14 


1.39 


.419 


.64 


u 


1.20 


1.53 


8.14 


2.34 


1.59 


.631 


.85 


A135 


1.19 


1.55 


9.32 


2.70 


1.58 


.629 


.85 


(( 


1.18 


1.57 


10.46 


3.05 


1.57 


.626 


.85 


i( 


1.18 


1.60 


11.55 


3.39 


1.56 


.623 


.85 


(( 


1.17 


1.62 


12.61 


3.73 


1.55 


.620 


.84 


44 


1.16 


1.64 


13.62 


4.05 


1.54 


.617 


.84 


44 


.95 


2.50 


22.56 


5.01 


2.26 


.267 


.76 


A109 


.94 


2.53 


25.41 


5.68 


2.25 


.264 


.75 


44 


.93 


2.55 


28.18 


6.34 


2.25 


.262 


.75 


44 


.93 


2.57 


30.86 


6.96 


2.24 


.259 


.75 


44 


.92 


2.60 


33.47 


7.60 


2.23 


.257 


.74 


44 


.91 


2.62 


35.99 


8.22 


2.22 


.253 


.74 


44 


.91 


2.64 


38.45 


8.83 


2.21 


.250 


.74 


44 


.90 


2.66 


40.82 


9.42 


2.20 


.247 


.74 


44 


.89 


2.69 


43.13 


10.00 


2.19 


.244 


.74 


44 


.89 


2.71 


45.37 


10.58 


2.19 


.241 


.74 


44 



178 



CAMBRIA STEEIi. 



PROPERTIES OP T-BARS. 



d 



-T-l 



rrS 










SQXJAI^ XaSGS. 






1 


2 


\ 3 - 


4 1 5 


6 


7 


8 


9 




Dimensions. 






Distance of 










1 




Area 


Center of 


Moment of 


Section 


Width 


Depth 


Thickness! Thickness 


Weight 


of 


Gravity 


Inertia 


of 


of 


of 


of 


per 


Section. 


from Outside 


iiis 1-1. 


Number. 


Flange. 


Bar. 


Flange. 


Stem. 


Foot. 




of Flange. 






b 


d 


s to n' 


ttot' 


A 


X 


I 




Inches. 


Inches. 


Inches. 


Inches. 


Pounds. 


Sq. Ins. 


Inches. 


Inches.-* 


T 6 


1 


1 


y^'^^h 


y^^-h 


1.0 


.27 


.29 


.02 


T181 


IVs 


1>^ 




A"/^ 


1.4 


.41 


.33 


.04 


T183 


lA 


lA 


h "M 


A %% 


1.6 


.45 


.34 


.05 


T187 


1% 


1>^ 


-h " M 


3^2 "M 


1.7 


.48 


.36 


.06 


T189 


W^ 


13/^ 


~h "^ 


^"3^ 


1.9 


.55 


.39 


.08 


T 37 
T 39 


2 
2 


2 
2 




K " A 
A "5^ 


3.7 

4.4 


1.07 
1.28 


.59 
.61 


:I3 


T 41 
T 42 


23^ 
2)^ 


2^4 
2M 


^^"^s 


T4. 


4.2 
5.0 


1.21 
1.46 


.68 
.67 


.51 
.64 


T 49 


23^ 


2K 


1^6 "^/^ 


A"^ 


5.6 


1.63 


.73 


.87 


T 67 
T 69 
T 73 


3 
3 
3 


3 
3 
3 


3/ '< 7 




6.8 

7.9 

10.1 


1.99 
2.31 
2.96 


.86 
.88 
.93 


1.58 
1.82 
2.27 


T 97 


3K 


3>^ 


%"/s 


^/^"/s 


9.3 


2.74 


.99 


3.10 



xtneiOxtj^x. x.e:gs. 



T185 


1)^ 


Ix^^ 


i'stoi^ 


i^ to /^ 


1.5 


.44 


.29 


.04 


T 22 


2K 


1>^ 


T% " ^ 


1% " -A 


3.0 


.86 


.30 


.08 


T 65 


8 


2K 


V^ " -h 


%"A 


7.2 


2.11 


.71 


1.08 


T 84 


3 


4 


Vs " /^ 


^ " /b 


9.3 


2.74 


1.27 


4.12 


TlOl 


3K 


4 


%"/^ 


5^"/« 


10.0 


2.94 


1.20 


4.33 


T140 


4>^ 


3K 


/f"t% 


H"% 


15.9 


4.65 


1.11 


5.08 


T169 


5 


3 


H "A 


^ ''% 


13.6 


3.99 


.72 ! 


2.42 



CAMBRIA STEEL. 



179 



PROPERTIES OF T-BARS. 



^ 



4±r 






SQXX^X^ XaSGS. 



10 


11 


12 


13 


14 


Section 


Radius of 


Moment of 


Section 


Radius of 


Modulus 


Gyration 


Inertia 


Modulus 


Gyration 


Axis 1-1. 


Axis 1-1. 


Axis 2-2. 


Axis 2-2. 


Axis 2-2. 


S 


r 


I' 


S' 


r' 


Inches.s 


Inches. 


Inches.'^ 


Inches.3 


Inches. 


.03 


.30 


.01 


.02 


.21 


.05 


.32 


.02 


.04 


.25 


.06 


.33 


.03 


.05 


.26 


.07 


.35 


.03 


.05 


.27 


.08 


.39 


.05 


.07 


.29 


.26 
•31 


.59 
.59 


.18 
.23 


.18 
.23 


.42 
.42 


.33 

.40 


.65 
.66 


.24 
.32 


.21 
.29 


.45 

.47 


.49 


.74 


.44 


.35 


.52 


.74 

.86 

1.10 


.90 
.90 
.88 


.75 

.92 

1.20 


.50 
.61 
.80 


.62 
.64 
.64 


1.23 


1.08 


1.42 


.81 


.73 



15 



16 



Coef. of Strength. 



For Fibre Stress 

of 16 000 lbs. 

per Square 

Inch. 



350 

560 

630 

700 

890 

2770 
3330 

3440 
4300 

5250 

7860 

9180 

11710 

13140 



For Fibre Stress 

of 12 500 lbs. 

per Square 

Inch. 



270 

440 

490 

550 

690 

2160 
2600 

2690 
3360 

4100 

6140 
7180 
9150 

10260 



17 



Section 
Number. 



T 5 

T181 

T183 

T187 

T189 

T 37 
T 39 

T 41 

T 42 

T 49 

T 67 
T 69 
T 73 

T 97 







UN£:QX7A.Ia XaSCrS. 






•05 


.29 


.03 


.01 


.28 


500 


390 


T185 


.09 


.31 


.28 


.22 


.58 


930 


730 


T 22 


.60 


.64 


.90 


.60 


.66 


6400 


5000 


T 65 


1.51 


1.24 


.90 


.60 


.58 


16090 


12570 


T 84 


1.54 


1.23 


1.42 


.81 


.70 


16470 


12860 


TlOl 


2.13 


1.05 


3.73 


1.66 


.90 


22690 


17720 


T140 


1.06 


.78 


5.42 


2.17 


1.17 


11340 


8860 


T169 



180 



CAMBRIA STEEL. 



PROPERTIES OF Z-BARS. 




Section 
Kiim- 
ber. 



Z 5 

(( 

Z 9 

(( 

Z13 

u 

Z21 



Z25 



Z29 



Z37 

Z41 



Z45 



Z53 



Z57 



Z61 



Z67 
Z73 



2 


3 


4 


5 






Thick- 




Depth 

of 
Bar. 


Length 
Legs. 


ness 

of 

Veb 
and 
Legs. 

t 


W'ght 
Foot. 


b 


a 


Inches. 


Inches. 


Inches. 


Lbs. 


3 

3j\ 


3H 
2% 


i 


6.7 
8.4 


3 

3tV 


2k 


1 


i?:l 


3 
3tV 


III 


^ 


12.5 
14.2 


4 


i 


% 


8.2 
10.3 
12.4 


4 


11 


I 


13.8 
15.8 
17.9 


4 

IS 


3t^b 


I 


18.9 
20.9 
23.0 


6 


3^8 


i 


11.6 
13.9 
16.4 


5 

5>^ 


3«/^ 


i 


17.9 
20.2 
22.6 


5 


33/^ 


i 


23.7 
26.0 
28.3 


6 


3K 

is 


i 


15.6 
18.3 
21.0 


1 




1 


22.7 
25.4 
28.1 


6 




1 


29.3 
31.9 
34.6 


7y2 


3 


% 


16.3 


8 


3 


% 


16.9 



Area 

of 

Section. 



Moment 

of 
Inertia 
ixis 1-1. 



\, Ins. 



1.97 
2.48 

2.86 
3.36 
3.69 
4.18 

2.41 
3.03 
3.66 



Inches.4 



2.87 
3.64 

3.85 
4.57 
4.59 
5.26 

6.28 
7.94 
9.63 
4.05 9.66 
4.66 11.18 
6.27 12.74 

5.55 12.11 
6.14|13.52 
6.75 14.97 
3.40113.36 
4.1016.18 
4.81,19.07 
5.2519.19 
5.9421.83 
6.6424.53 
6.96!23.68 
7.64 26.16 
8.33 28.70 
4.5925.32 
5.3929.80 
6.1934.36 
6.68'34.64 
7.46 38.87 
8.25|43.18| 
8.6342.12' 
9.3946.13 
10.17 50.22 
4.78 38.19 
4.9744.64 



Section 
Modulus 
Axis 1-1. 



Inches.' 



9 



Ins. 



1.92 1.21 
2.38,1.21 
2.57 1.16 
2.98jl.l7 
3.06 1.12 
3.43 1.12 



3.14 
3.91 
4.67 
4.83 
5.50 
6.18 

6.05 
6.65 
7.S6 
5.34 
6.39 



1.62 
1.62 
1.62 
1.54 
1.55 
1.55 
1.48 
1.48 
1.49 
1.98 
1.99 



10 



Moment 

of 
Inertia 
ins 2-2. 



11 12 



Section 
Mod- 
ulus 
Axis 
2-2. 



Radius 

of 
Gyra- 
tion 
Axis 
2-2. 



Inches.*! Ins.^ Inches. 



2.81 1.10 
3.64 1.40 



7.44jl.99 
7.68 1.91 
8.62 1.92 



9.57 

9.47 

10.34 
11.20 



1.92 
1.84 
1.85 
1.86 
8.44I2.35 
9.83 2.35 
11.22 2.36 
ll.55i2.28 
12.82 12.28 
14.10|2.29 
14.042.21 
15.22 1 2.22 
16.40 2.22 
10.18 2.83 
11.16 3.00 



3.92 

4.75 
4.85 
5.68 
4.23 
5.46 
6.771 
6.73 1 
7.96 
9.26! 
8.73 
9.95 
11.24, 
6.18 
7.65; 
9.20, 
9.05 
10.51: 
12.06, 

11.37 
12.83 
14.37, 
9.11' 
10.94 
12.87, 
12.59 
14.41; 
16.34, 
15.44' 
17.27 
19.18 



1.19 
1.21 



1.57 1.17 
1.88 1.19 



1.99 
2.30 
1.44 
1.84 
2.26 

2.37 
2.77 
3.19 

3.18 
3.58 
4.00 
2.00 
2.45 
2.92 
3.02 
3.47 
3.94 

3.91 
4.37 
4.84 

2.75 
3.27 
3.81 

3.91 

4.44 

4.98 

4.94 

5.47 

6.02,1.37 

1.99' 1.08 



1.15 
1.17 
1.33 
1.34 
1.36 
1.29 
1.31 
1.32 
1.25 
1.27 
1.29 

1.35 
1.37 
1.38 

1.31 
1,33 
1.35 
1.28 
1.30 
1.81 
1.41 
1.43 
1.44 

1.37 
1.39 
1.41 
1.34 
1.36 



5.59 

6.6O' 1.99' 1.06 







CAMBRIA STEEIi. 


181 




PROPERTIES OP Z-BARS. 








^ 


t 


^ 


/ 










17 


^-^ 


A 








:/ 


1 "^ 


t 






13 


14 


15 


1 16 


17 1 18 


1 


Tangent 
of Angle 

oc 


Least Radius 

of 

Gyration 

Axis 3-3. 


Coef. of Strength. 


Coef. of Deflection. 


Section 
Number. 


For Fibre Stress 

of 16 000 

Pounds per 

Square Inch. 


For Fibre Stress 

of 12500 

Pounds per 

Square Inch. 


Uniform Load. 


Center Load. 


r" 


F 


F' 


N 


N' 


Inches. 


.986 
1.000 


.55 
.55 


20400 
25400 


16000 
19800 


.000270 
.000213 


.000432 
.00P841 


Z 5 


•990 
.975 


.54 
.55 


27400 
31800 


21400 
24800 


.000201 
.000170 


.000322 
.000272 


Z 9 


.965 
.951 


.53 
.54 


32600 
86600 


25500 
28600 


.000169 
.000148 


.000271 
.000236 


Z13 


.778 
.788 
.798 


.67 
.68 
.69 


33500 
41700 
49800 


26200 
32600 
38900 


.000124 
.000098 
.000081 


.000198 
.000156 
.000129 


Z21 


.794 
.804 
.814 


.66 


51500 
58700 
65900 


40200 
45900 
51500 


.000080 
.000069 
.000061 


.000129 
.000111 
.000098 


Z25 


.808 
.818 
.828 


.65 
.67 
.68 


64600 
71000 
77400 


50500 
55500 
60500 


.000064 
.000057 
.000052 


.000103 
.000092 
.000083 


Z29 


.611 
.619 
.628 


.75 
.76 
.76 


57000 
68200 
79400 


44500 
53300 
62000 


.000058 
.000048 
.000041 


.000093 
.000077 
.000065 


Z37 


.616 
.623 
.631 


.74 
.75 
.76 


81900 

92000 

102100 


64000 
71900 
79800 


.000040 
.000036 
.000032 


.000065 
.000057 
.000051 


Z41 


.619 
.626 
.633 


.73 

.74 
.76 


101000 
110200 
119500 


78900 
86100 
93300 


.000033 
.000030 
.000027 


.000052 
.000048 
.000043 


Z45 


.519 
.526 
.532 


.83 
.83 
.84 


90000 
104900 
119700 


70300 
81900 
93500 


.000031 
.000026 
.000023 


.000049 
.000042 
.000036 


Z53 

(( 

it 


.520 
.526 
.532 


.81 
.82 
.84 


123200 
136800 
150400 


96200 
106800 
117500 


.000022 
.000020 
.000018 


.000036 
.000032 
.000029 


Z57 


.519 
.525 
.530 


.81 
.82 
.83 


149800 
162300 
174900 


117000 
126800 
136700 


.000018 
.000017 
.000015 


.000030 
.000027 
.000025 


Z61 


.29 


.72 


108600 


84800 


.000020 


.000033 


Z67 


.27 


.72 


119000 


93000 


.000017 


.000028 


Z73 



182 




CAMBKIA STEEL. 






MOMENTS OF INERTIA ( 


■NTTI 1 


1 -RECTANGLES. 


)F 1 


Depth 

in 

Inches. 


IJVidtli of Rectaiis:le in Indies. 


1 
4 


A 


1 


iV 


i 


A 


1 


2 


.17 


.21 


.25 


.29 


.33 


.38 


.42 


8 


.56 


.70 


.84 


.98 


1.13 


1.27 


1.41 


4 


1.33 


1.67 


2.00 


2.33 


2.67 


3.00 


3.33 


5 


2.60 


8.26 


3.91 


4.56 


5.21 


5.86 


6.51 


6 


4.50 


5.63 


6.75 


7.88 


9.00 


10.13 


n.25 




7.15 


8.93 


10.72 


12.51 


14.29 


16.08 


17.86 


8 


10.67 


13.33 


16.00 


18.67 


21.33 


24.00 


26.67 


9 


15.19 


18.98 


22.78 


26.58 


30.38 


34.17 


37.97 


10 


20.83 


26.04 


31.25 


36.46 


41.67 


46.87 


52.08 


11 


27.73 


34.66 


41.59 


48.53 


55.46 


62.39 


69.32 


12 


36.00 


45.00 


54.00 


63.00 


72.00 


81.00 


90.00 


13 


45.7i 


57.21 


68.66 


80.10 


91.54 


102.98 


114.48 


14 


57.17 


71.46 


85.75 


100.04 


114.33 


128.63 


142.92 


15 


70.31 


87.89 


105.47 


123.05 


140.63 


158.20 


175.78 


16 


85.33 


106.67 


128.00 


149.33 


170.67 


192.00 


213.33 


17 


102.35 


127.94 


153.53 


179.12 


204.71 


230.30 


255.89 


18 


121.50 


151.88 


182.25 


212.63 


243.00 


273.38 


303.75 


19 


142.90 


178.62 


214.34 


250.07 


285.79 


321.52 


357.24 


20 


166.67 


208.33 


250.00 


291.67 


333.33 


375.00 


416.67 


21 


192.94 


241.17 


289.41 


337.64 


385.88 


434.11 


482.34 


22 


221.83 


277.29 


332.75 


388.21 


443.67 


499.13 


554.58 


23 


253.48 


§16.85 


380.22 


443.59 


506.96 


570.83 


683.70 


24 


288.00 


860.00 


432.00 


504.00 


576.00 


648.00 


720.00 


25 


325.52 


406 90 


488.28 


569.66 


651.04 


732.42 


813.80 


26 


366.17 


457.71 


549.25 


640.79 


732.33 


823.88 


915.42 


27 


410.06 


512.58 


615.09 


717.61 


820.13 


922.64 


1025.16 


28 


457.33 


571.67 


686.00 


800.33 


914.67 


1029.00 


1143.33 


29 


508.10 


635.13 


762.16 


889.18 


1016.21 


1143.23 


1270.26 


30 


562.50 


703.13 


843.75 


984.38 


1125.00 


1265.63 


1406.25 


32 


682.67 


853.83 


1024.00 


1194.67 


1365.33 


1536.00 


1706.67 


34 


818.83 


1023.54 


1228.25 


1432.96 


1637.67 


1842.38 


2047.08 


36 


972.00 


1215.00 


1458.00 


1701.00 


1944.00 


2187.00 


2430.00 


38 


1143.17 


1428.96 


1714.75 


2000..54 


2286.33 


2572.13 


2857.92 


40 


1333.33 


1666.67 


2000.00 


2333.33 


2666.67 


3000.00 


8333.33 


42 


1543.50 


1929.38 


2315.25 


2701.13 


3087.00 


8472.88 


3858.75 


44 


1774.67 


2218.33 


2662.00 


3105.67 


3549.33 


3993.00 


4436.67 


46 


2027.83 


2534.79 


3041.75 


3548.71 


4055.67 


4562.63 


5069.58 


48 


2304.00 


2880.00 


3456.00 


4032.00 


460S.00 


5184.00 


5760.00 


50 


2604.17 


3255.21 


3906.25 


4557.29 


5208.33 


5859.38 


6510.42 


52 


2929.33 


3661.67 


4394.00 


5126.33 


5858.67 


6591.00 


7823.38 


54 


3280.50 


4100.63 


4920.75 


5740.88 


6561.00 


7381.13 


8201.25 


56 


3658.67 


4573.33 


5488.00 


^02.67 


7317.33 


8232.00 


9146.67 


58 


4064.83 


5081.04 


6097.25 


7113.46 


8129.67 


9145.87 


10162.08 


60 


4500.00 


5625.00 


6750.00 


7875.00 


9000.00 


10125.00 


11250.00 



MOMENTS OF INERTIA OP 



I- 



REOT ANGLES. 





TV'idtli of Rectans^le in Incites, 




Depth 


u 


3. 
4 


U 


i 


If 


1 


in 
Inches. 


.46 


M 


.54 


.58 


.63 


.67 


2 


1.55 


1.69 


1.83 


1.97 


2.11 


2.25 


3 


3.67 


4.00 


4.33 


4.67 


5.00 


5.33 


4 


7.16 


7.81 


8.46 


9.11 


9.77 


10.42 


5 


12.38 


13.50 


14.68 


15.75 


16.88 


18.00 


6 


19.65 


21.44 


23.22 


25.01 


26.80 


28.58 


7 


29.33 


32.00 


34.67 


37.33 


40.00 


42.67 


8 


41.77 


45.56 


49.36 


53.16 


56.95 


60,75 


9 


67.29 


62.50 


67.71 


72.92 


78.13 


83.33 


10 


76.26 


83.19 


90.12 


97.05 


103.98 


110.92 


11 


99.00 


108.00 


117.00 


126.00 


135.00 


144.00 


12 


125.87 


137.31 


148.75 


160.20 


171.64 


183.08 


13 


157.21 


171.50 


185.79 


200.08 


214.38 


228.67 


14 


193.36 


210.94 


228.52 


246.09 


263.67 


281.25 


15 


234.67 


256.00 


277.33 


298.67 


320.00 


341.33 


16 


281.47 


307.06 


332.65 


358.24 


383.83 


409.42 


17 


334.13 


364.50 


394.88 


425.25 


455.63 


486.00 


18 


392.96 


428.69 


464.41 


500.14 


535.86 


571.58 


19 


458.33 


500.00 


541.67 


583.33 


625.00 


666.67 


20 


530.58 


578.81 


627.05 


675.28 


723.52 


771.75 


21 


610.04 


665.50 


720.96 


776.42 


831.87 


887.33 


22 


697.07 


760.44 


823.81 


887.18 


950.55 


1013.92 


23 


792.00 


864.00 


936.00 


1008.00 


1080.00 


1152.00 


24 


895.18 


976.56 


1057.94 


1139.32 


1220.70 


1302.08 


25 


1006.96 


1098.50 


1190.04 


1281.58 


1373.13 


1464.67 


26 


1127.67 


1230.19 


1332.70 


1435.22 


1537.73 


1640.25 


27 


1257.67 


1372.00 


1486.33 


1600.67 


1715.00 


1829.33 


28 


1397.29 


1524.31 


1651.34 


1778.36 


1905.39 


2032.42 


29 


1546.88 


1687.50 


1828.13 


1968.75 


2109.38 


2250.00 


30 


1877.33 


2048,00 


2218.67 


2389.33 


2560.00 


2730.67 


32 


2251.79 


2456.50 


2661.21 


2865.92 


3070.63 


3275.33 


34 


2673.00 


2916.00 


3159.00 


3402.00 


3645.00 


3888.00 


36 


3143.71 


3429.50 


3715.29 


4001.08 


4286.88 


4572.67 


38 


3666.67 


4000.00 


4333.33 


4666.67 


5000.00 


5333.33 


40 


4244.63 


4630.50 


5016.38 


5402.25 


5788.13 


6174.00 


42 


4880.33 


5324.00 


5767.67 


6211.33 


6655.00 


7098.67 


44 


5576.54 


6083.50 


6590.46 


7097.42 


7604.38 


8111.33 


46 


6336.00 


6912.00 


7488.00 


8064.00 


8640.00 


9216.00 


48 


7161.46 


7812.50 


8463.54 


9114.58 


9765.63 


10416.67 


50 


8055.67 


8788.00 


9520.33 


10252.67 


10985.00 


11717.33 


52 


9021.38 


9841.50 


10661.63 


11481,75 


12301.88 


13122.00 


54 


10061.33 


10976.00 


11890.67 


12805.33 


13720.00 


14634.67 


56 


11178.29 


12194.50 


13210.71 


14226.92 


15243.12 


16259.33 


58 


12375.00 


13500.00 


14625.00 


15750.00 


16875.00 


18000.00 


60 



184 






CAMBRIA STEEIi. 








PROPERTIES ANI 
OF ST A 

f 

i 

1 

r 
1 
1 


> PRINCI 
NDARD •] 


PAL DIMENSIONS 
D-RAKiS. 

1 
"T 

X 


1 

4t. 
















Section 


Weight 
per Yard. 


Area. 


b 


"» 


k 


t 


X 


Axis 1-1. 


Moment 


Section 


Number. 














of Inertia. 


Modulus. 


Pounds. 


S(i. Ins. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


I 


S 


522 


8 


0.78 


1% 


IK 


11 


^ 


0.75 


0.23 


0.31 


523 


12 


1.18 


1% 


1% 


liV 


^ 


0.92 


0.55 


0.58 


524 


16 


1.57 


2^ 


2M 


li'^ 


^ 


1.10 


1.13 


0.99 


525 


20 


2.0 


2% 


2ys 


Ws 


K 


1.2 


1.5 


1.2 


526 


25 


2.5 


2% 


2% 


IK 


H 


1.4 


2.4 


1.7 


544 


30 


2.9 


3 


3 


1^ 


li 


1.4 


3.6 


2.3 


546 


85 


3.4 


3M 


3^ 


15^ 


M 


1.6 


4.9 


2.9 


545 


40 


3.9 


3^ 


3>^ 


1% 


M 


1.7 


6.6 


3.6 


549 


45 


4.4 


3H 


31^ 


2 


M 


1.8 


8.1 


4.2 


542 


50 


4.9 


3% 


3J^ 


2K 


/. 


1.9 


10.1 


5.1 


537 


55 


5.4 


4,^^ 


4x^H 


2^ 


M 


2.0 


12.2 


5.9 


533 


60 


5.9 


4M 


4M 


23/^ 


fi 


2.1 


14.7 


6.7 


534 


65 


6.4 


4^ 


4^ 


2M 


K 


2.1 


17.0 


7.4 


532 


70 


6.9 


^/s 


4^/g 


2/^ 


II 


2.2 


20.0 


8.4 


529 


75 


7.4 


4H 


411 


2M 


H 


2.3 


23.0 


9.1 


530 


80 


7.8 


5 


5 


2K 


M 


2.4 


26.7 


10.1 


531 


85 


8.3 


5^ 


5^ 


2x«^ 


T% 


2.5 


30.5 


11.2 


535 


90 


8.8 


5^ 


^Vs 


2^ 


A 


2.6 


35.2 


12.6 


550 


95 


9.3 


5x\ 


5A 


an 


T«^ 


2.7 


38.8 


13.3 


536 


100 


9.8 


5% 


5% 


2% 


T% 


2.8 


44.4 


15.0 


539 


150 


14.7 


6 


6 


4^4 


1 


3.0 


69.3 


22.9 


Sectio 


ns No. 5:^ 


i9 to 537 < 


and 542 to 549 inclusive 


, are A 


m. Soc. C 


:. E. Stai 


idard. 




Fo 


r detail d 


imensions of Section ! 


^o. 539 


see page 


18. 





CAMBRIA STEEL. 



185 



RADII OF GYRATION FOR T\V^O ANGLES 

PLACED BACK TO BACK. 

ANGLES WITH EQUAL LEGS. 



rJ 



Ts 



IUk" 



h 



->!H-%" 



Jk" 



ir. 



Hh-^' 



Radii of gyrat 


ion correspond to directions indicated by arrowheads. 




Section 
Number. 


Dimensions. 
Inches. 


Thickness. 
Inches. 


Area of 


Radii of Gyration. 


Two 

Angles. 

Sq. Ins. 


ro 


Pi 


^2 


1*3 


^4 


^5 


All 


l^^xlK 


% 


1.06 
1.98 


0.46 
0.44 


0.64 
0.67 


0.73 
0.77 


0.78 
0.82 


0.83 
0.88 


0.94 
0.99 


A13 


l%xl% 




1.26 
2.68 


0.54 
0.51 


0.74 
0.78 


0.83 
0.88 


0.88 
0.93 


0.93 
0.98 


1.03 
1.09 


A15 


2 x2 


1 


1.44 
2.32 
3.12 


0.62 
0.60 
0.59 


0.84 
0.86 
0.88 


0.93 
0.95 
0.98 


0.98 
1.00 
1.03 


1.03 
1.05 
1.08 


1.13 
1.16 
1.19 


*A41 


2^x2^ 


S 


1.62 
3.10 


0.70 
0.67 


0.94 
0.97 


1.03 
1.06 


1.08 
1.11 


1.12 
1.16 


1.22 
1.27 




23^x2>^ 


i 


2.38 
3.48 
4.50 


0.77 
0.75 
0.74 


1.05 
1.07 
1.09 


1.14 
1.16 
1.19 


1.19 
1.21 
1.24 


1.24 
1.26 
1.29 


1.34 
1.36 
1.39 


*A43 


2^x2% 




2.00 
3.26 
4.44 


0.86 
0.84 
0.83 


1.14 
1.16 
1.18 


1.23 
1.25 
1.28 


1.28 
1.30 
1.32 


1.32 
1.35 
1.37 


1.42 
1.45 
1.47 


A19 


3 x3 


¥ 
% 


2.88 
4.88 
6.72 


0.93 
0.91 
0.88 


1.26 
1.28 
1.32 


1.34 
1.37 
1.41 


1.39 
1.42 
1.46 


1.43 
1.47 
1.51 


1.53 
1.57 
1.61 


A21 


3Kx3K 




4.98 

7.98 

10.06 


1.07 
1.04 
1.02 


1.48 
1.52 
1.55 


1.56 
1.61 
1.65 


1.61 
1.66 
1.70 


1.66 
1.71 
1.75 


1.75 
1.81 
1.85 


A23 


4 x4 


1% 

s 


4.82 

8.38 

11.68 


1.24 
1.21 
1.18 


1.67 
1.71 
1.75 


1.76 
1.80 
1.85 


1.80 
1.85 
1.89 


1.85 
1.89 
1.94 


1.94 
1.99 
2.04 


*A45 


4)^x4)^ 


i 


5.44 

8.50 

10.48 


1.40 
1.38 
1.36 


1.87 
1.90 
1.92 


1.96 
1.99 
2.01 


2.00 
2.04 
2.06 


2.05 
2.08 
2.10 


2.14 
2.18 
2.20 


*A47 


5 x5 




7.22 

9.50 

11.72 


1.56 
1.54 
1.52 


2.09 
2.10 
2.12 


2.17 
2.19 
2.21 


2.22 
2.24 
2.26 


2.26 
2.28 
2.30 


2.35 
2.38 
2.40 


A27 


6 x6 


1 


10.12 
14.22 
19.48 


1.87 
1.84 
1.81 


2.50 
2.53 
2.57 


2.58 
2.62 
2.66 


2.63 
2.66 
2.70 


2.67 
2.71 
2.75 


2.76 
2.80 
2.85 


A35 


8 x8 

(( 




15.50 
19.22 
22.88 
26.47 
30.00 
33.47 


2.51 
2.49 
2.47 
2.45 
2.44 
2.42 


3.32 
3.34 
3.36 
8.88 
3.40 
3.42 


3.41 
3.43 
3.44 
3.46 
3.48 
3.51 


3.45 
3.47 
3.49 
3.51 
3.53 
3.55 


3.49 
3.51 
3.53 
3.55 
8.57 
3.60 


3.58 
3.60 
3.62 
3.64 
3.67 
3.69 



Angles marked * are special sections. 



186 



CAMBRIA STEEL. 



RADII OF G-YRATION FOR T^WO ANG-LES 

PLACED BACK TO BACK. 

ANGLES "WITH UNEQUAL LEGS. 



h 







4 >iBr + 

-*iifX" ->i:^" HI^K" -^.1^' 

Radii of g^Tation correspond to directions indicated by arrowheads. 



Section 


Dimensions. 
Inches. 


TMckness. 
Inches. 

ft 


ireaof 
Two 

ATigles. 

S^. Ins. 


Radii of Gjration. 


Nnmlter. 


1*0 


^X 


^2 


^3 


1-4 


Ts 


*A121 


2 X 

44 


1% 


1.20 
2.26 


0.63 
0.61 


0.54 
0.56 


0.62 
0.66 


0.67 
0.71 


0.72 

0.76 


0.83 
0.88 


*A123 


2 X 

44 


1^2 


tl 


1.26 
2.36 


0.63 
0.61 


0.59 
0.62 


0.68 
0.72 


0.73 
0.77 


0.78 
0.82 


0.88 
0.93 


*A125 


2Kx 


1% 


P. 


1.34 
2.54 


0.80 
0.78 


0.44 
0.47 


0.52 
0.57 


0.58 
0.62 


0.63 
0.68 


0.74 
0.79 


*A127 


2X. 


1J4 


Ps 


1.44 
2.72 


0.80 
0.78 


0.55' 0.64 
0.58, 0.68 


0.69 
0.73 


0.74 
0.78 


0.84 
0.89 


*A161 


2>^x 


1% 


s 


1.54 
2.00 


0.80 
0.79 


0.67 0.75 
0.68 0.77 


0.80 
0.81 


0.85 
0.86 


0.95 
0.97 


A91 


2%. 


2 


i 


1.62 
3.10 
4.00 


0.79 
0.77 
0.75 


0.79 0.88 
0.82 0.91 
0.84^ 0.94 


0.92 
0.96 
0.99 


0.97 
1.01 
1.04 


1.07 
1.12 
1.15 


*A128 


2%x 

44 


IK 


i 


1.54 
2.48 
3.34 


0.89 
0.87 
0.85 


0.53' 0.62 
0.55; 0.65 
0.58 0.68 


0.67 
0.70 
0.73 


0.72 
0.75 
0.78 


0.82 
0.86 
0.89 


*A129 

n 


3 X 

44 
44 


2 




1.82 
2.94 
4.00 


0.97 
0.95 
0.93 


0.75 0.83 
0.76 0.85 
0.79 1 0.88 


0.88 
0.90 
0.93 


0.93 
0.95 
0.98 


1.03 
1.05 
1.09 


A93 

44 


3 X 

44 
44 


2% 




2.64 
3.86 
5.56 


0.95 
0.93 
0.91 


1.00' 1.09 
1.02 1.11 
1.05j 1.15 


1.13 
1.16 
1.20 


1.18 
1.21 
1.25 


1.28 
1.31 
1.35 


*A151 


3Kx 

(4 


2 


i 


2.63 
4.43 
6.10 


1.13 
1.10 
1.08 


.72 
.75 
.79 


.81 
.84 
.89 


.85 
.89 
.94 


.90 
.94 
.99 


1.00 
1.05 
1.10 


A95 

(4 
44 


ay,. 

44 


2y2 


1^ 


2.88 
5.50 
7.32 


1.12 
1.09 
1.06 


0.96 1.04 
1.00 1.09 
1.03 1.13 


1.09 
1.14 
1.18 


1.13 
1.19 
1.23 


1.23 
1.29 
1.33 


A97 

44 
44 


3Xx 

44 


3 


ft 


3.88 
6.68 
9.26 


1.10 
1.07 
1.04 


1.21 
1.25 
1.30 


1.30 
1.34 
1.40 


1.35 
1.39 
1.45 


1.39 
1.44 
1.50 


1.49 
1.54 
1.60 



Angles marked * are special sections. 



CAMBRIA STEEL. 



187 



RADII OF Gf-YRATION FOR TWO ANG-LBS 
PLACED BACK TO BACK. 

ANGLES WITH UNEQUAL LEGS. 





^kH!' -*!n-%" H'^J^" -^,\^%' 

Radii of gyration correspond to directions indicated by arrowheads. 




Section 


Dimensions. 

Inches. 


Thickness, 
Inches. 


Area of 
Two 

Angles. 

Sq. Ins. 


Radii of Gyration. 


Number. 


i-o 


i-i 


^2 


rs 


^4 


1*5 


A99 


4 x3 


if 


4.18 

7.26 

10.06 


1.27 
1.24 
1.21 


1.17 
1.21 
1.25 


1.25 
1.30 
1.35 


1.30 
1.34 
1.40 


1.34 
1.39 
1.45 


1.44 
1.49 
1.55 


*A131 

a 
n 


4 .SX 


1 


4.50 
7.00 
8.60 


1.26 
1.23 
1.22 


1.42 
1.44 
1.46 


1.50 
1.53 
1.55 


1.55 
1.58 
1.60 


1.59 
1.63 
1.65 


1.69 
1.72 
1.75 


*A133 


4^x3 




5,36 
7.00 
8.60 


1.44 
1.42 
1.40 


1.14 
1.15 
1.18 


1.22 
1.24 
1.27 


1.27 
1.29 
1.31 


1.31 
1.34 
1.36 


1.41 
1.44 
1.46 


AlOl 


5 x3 




4.82 

8.38 

11.68 


1.61 
1.58 
1.55 


1.09 
1.13 
1.17 


1.17 
1.22 
1.27 


1.22 
1.26 
1.32 


1.26 
1.31 
1.37 


1.36 
1.41 
1.47 


A103 


5 X 33^ 


i 


6.10 

9.86 

13.36 


1.60 
1.56 
1.53 


1.34 
1.37 
1.42 


1.42 
1.46 
1.51 


1.46 
1.51 
1.56 


1.51 
1.56 
1.61 


1.60 
1.66 
1.71 


*A135 


5 x4 


8/ 


6.48 

8.50 

10.48 


1.59 
1.57 
1.55 


1.58 
1.60 
1.62 


1.66 
1.68 
1.71 


1.71 
1.73 
1.75 


1.75 
1.78 
1.80 


1.85 
1.87 
1.90 


A105 


6 X 3% 




6.86 
11.10 
15.10 


1.94 
1.90 
1.87 


1.26 
1.30 
1.34 


1.34 
1.39 
1.44 


1.39 
1.43 
1.49 


1.43 
1.48 
1.53 


1.53 
1.58 
1.64 


A107 


6 x4 

a 


3/ 
5Z 


7.22 
11.72 
15.98 


1.93 
1.90 
1.86 


1.50 
1.53 
1.58 


1.58 
1.62 
1.67 


1.62 
1.67 
1.71 


1.67 
1.71 
1.76 


1.76 
1.81 
1.86 


*A109 

u 

(( 

u 


7 x3K 




8.82 
10.00 
12.36 
15.76 
19.00 


2.26 
2.25 
2.24 
2.21 
2.19 


1.16 
1.22 
1.24 
1.27 
1.31 


1.29 
1.30 
1.32 
1.36 
1.40 


1.33 
1.35 
1.37 
1.41 
1.45 


1.38 
1.39 
1.42 
1.46 
1.50 


1.47 
1.48 
1.51 
1.56 
1.60 



Angles marked * are special sections. 



188 



CAMBRIA STEEL. 



RADII OF GYRATION FOR T^WO ANGLES 

PLACED BACK TO BACK. 

ANGLES WITH UNEQUAL LEGS. 



AW' 



-^.^yj 



-^:^' 



^H-K" 



Radii of gyration correspond to directions indicated by arrowheads. 



Section 


Dimensions. 
Inches. 


TMckness. 
Inches. 


Area of 
Two 

Ingles. 

S^. Ins. 


Radii of Gyration. 


Number. 


To 

0.41 
0.38 


Tl 


^2 


^3 


^4 


^S 


*A121 


2 .1% 


% 


1.20 
2.26 


0.92 
0.95 


1.01 
1.05 


1.06 
1.10 


1.11 

1.15 


1.22 
1.26 


*A123 


2 .IX 


ft 


1.26 
2.36 


0.44 
0.42 


0.90 
0.93 


0.99 
1.09 


1.05 
1.14 


1.09 
1.19 


1.20 
1.29 


*A125 


sKx m 


Ps 


1.34 
2.54 


0.33 
0.32 


1.21 
1.25 


1.31 
1.35 


1.36 
1.40 


1.41 
1.46 


1.61 
1.56 


*A127 


ZXxUA 


p. 


1.44 
2.72 


0.42 
0.40 


1)20 


1.26 
1.30 


1.31 
1.35 


1.36 
1.40 


1.47 
1.61 


*A161 


2>^xl% 


p. 


1.54 
2.00 


0.51 
0.50 


1.13 
1.14 


1.23 
1.24 


1.27 
1.29 


1.32 
1.34 


1.43 
1.44 


A91 

(( 


2>^x3 


i 


1.62 
3.10 
4.00 


0.60 
0.58 
0.56 


1.10 
1.13 
1.15 


1.19 
1.23 
1.25 


1.24 
1.28 
1.30 


1.29 
1.33 
1.36 


1.39 
1.43 
1.46 


*A128 


2%x IK 


tV 


1.54 
2.48 
3.34 


0.41 
0.40 
0.39 


1.31 
1.33 
1.36 


1.40 
1.43 
1.45 


1.45 
1.48 
1.51 


1.50 
1.53 
1.56 


1.60 
1.63 
1.66 


*A129 


3 X 2 


1 


1.82 
2.94 
4.00 


0.58 
0.57 
0.55 


1.37 
1.39 
1.41 


1.46 
1.48 
1.51 


1.51 
1.53 
1.56 


1.56 
1.58 
1.61 


1.66 
1.68 
1.71 


A93 


8 x2K 


i 


2.64 
3.86 
5.56 


0.75 
0.74 
0.72 


1.31 
1.33 
1.37 


1.40 
1.42 
1.46 


1.45 
1.47 
1.51 


1.50 
1.52 
1.56 


1.60 
1.63 
1.66 


*A151 


3^x2 


1 


2.63 
4.43 
6.10 


.56 
.54 
.52 


1.65 
1.69 
1.72 


1.75 
1.78 
1.82 


1.79 
1.83 
1.87 


1.84 
1.88 
1.92 


1.94 
1.99 
2.03 


A95 


3M X 2K 




2.88 
5.50 
7.32 


0.74 
0.70 
0.69 


1.58 
1.62 
1.66 


1.67 
1.72 
1.75 


1.72 
1.77 
1.80 


1.76 
1.81 
1.86 


1.86 
1.92 
1.96 


A97 


3>^x3 




3.88 
6.68 
9.26 


0.90 
0.87 
0.85 


1.52 
1.57 
1.61 


1.61 

1.661 

1.71} 


1.66 
1.71 
1.76| 


1.71 
1.76 
1.81, 


1.80 
1.86 
1.91 



Angles marked * are special sections. 



CAMBKIA STEEL. 189 


RADII 


OP G-YRATION FOR TWO ANQLBS 




PLACED BACK TO BACK. 




ANGLES WITH UNEQUAL LEGS. 


^ '*' _ 


.-A._ 


^ '■= -. 


^4 


^ ^' -. 




,^_^^ 


' 






,;— ^— |rr" ||p- 


. ^^^...^^ ^^_^^ 




-^•^H" 


-iU" Jj->^" AW 


Radii 


of gyration correj 


>pond to directions indicated by arrowheads. 


Section 
Number. 


Dimensions. 
Inches. 


Thickness. 
Inches. 


Area of 

Two 
Angles. 
Sq. Ins. 


Radii of Gyration. 


To 


1*1 


1-2 


1-3 


1-4 


1*5 


A99 


4 


X 3 




4.18 

7.26 

10.06 


0.89 
0.86 
0.83 


1.79 
1.83 
1.88 


1.88 
1.93 
1.97 


1.93 
1.97 
2.02 


1.97 
2.02 
2.08 


2.07 
2.12 
2.18 


*A131 


4 


.3% 


ft 


4.60 
7.00 
8.60 


1.07 
1.04 
1.02 


1.73 
1.76 
1.78 


1.81 
1.85 
1.87 


1.86 
1.89 
1.92 


1.91 
1.94 
1.97 


2.00 
2.04 
2.07 


*A133 


4Kx3 
u 


% 
% 


5.36 
7.00 
8.60 


0.86 
0.85 
0.83 


2.07 
2.09 
2.11 


2.16 
2.18 
2.21 


2.21 
2.23 
2.26 


2.26 
2.28 
2.31 


2.35 
2.38 
2.41 


AlOl 


5 


X 3 


# 


4.82 

8.38 

11.68 


0.85 
0.82 
0.80 


2.33 
2.37 
2.42 


2.42 
2.47 
2.52 


2.47 
2.52 
2.57 


2.52 
2.57 
2.62 


2.61 
2.67 
2.72 


A103 


5 


x3X 


% 


6.10 

9.86 

13.36 


1.02 
0.99 
0.96 


2.27 
2.31 
2.36 


2.36 
2.40 
2.45 


2.41 
2.45 
2.50 


2.45 
2.50 
2.55 


2.55 
2.60 
2.65 


*A135 

it 


5 


X 4 




6.48 

8.50 

10.48 


1.20 
1.18 
1.17 


2.20 
2.22 
2.24 


2.29 
2.31 
2.33 


2.34 
2.36 
2.38 


2.38 
2.41 
2.43 


2.48 
2.50 
2.53 


A105 


6 


x3% 


1 

% 


6.86 
11.10 
15.10 


0.99 
0.96 
0.93 


2.81 
2.86 
2.90 


2.90 
2.95 
3.00 


2.95 
3.00 
3.05 


3.00 
3.05 
3.10 


3.09 
3.15 
3.20 


A107 

(4 


6 


X 4 


3^ 
78 


7.22 
11.72 
15.98 


1.17 
1.13 
1.11 


2.74 
2.78 
2.82 


2.83 

2.87 
2.92 


2.87 
2.92 
2.97 


2.92 
2.97 
3.02 


3.02 
3.06 
3.12 


*A109 


7 


x3K 


1 
1^ 


8.82 
10.00 
12.36 
15.76 
19.00 


0.95 
0.94 
0.93 
0.91 
0.89 


3.37 
3.39 
3.40 
3.45 
3.48 


3.47 
3.48 
3.50 
3.54 
3.58 


3.52 
3.53 
3.55 
3.59 
3.63 


3.56 
3.58 
3.60 
3.64 
3.68 


3.66 
3.67 
3.70 
3.74 
3.78 




Angles n 


larked * are special sections. 



190 



CAMBRIA STEEL. 



STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of ~ in which L = length in feet and r = radius 

of gyration in inches. 

P = ultimate strength in lbs. per square inch. 

FOR. SOFT STEElji. 

Square bearing Pin and square bearing Pin bearing 

45 000 ^ 45 000 ^ 45 000 



1 + 



(12 L)^ 



36 000 r^ 



1 



(12 L)2 

"24 000 r2 



1- 



(12 L)^ 



18 000 r2 



To obtain safe unit stress : 

For quiescent loads, as in buildings, divide by 4. 
For moving loads, as in bridges, divide by 5. 





Ultimate Strength in lbs. 




Ultimate Stren^h in lbs. 


I^ 


per 


Square Inch. 


T 


per 


Square Inch. 




Sijuare. 


Pin and 
Si^nare. 


Pin. 


Square. 


Pin and 
Square. 


Pin. 


3.0 


43437 


42694 


41978 


7.6 


36554 


33419 


30779 


3.2 


43280 


42395 


41598 


7.8 


86198 


32966 


30268 


3.4 


48011 


42081 


41190 










8.6 


42782 


41754 


40773 


8.0 


35828 


32514 


29762 


3.8 


42543 


41412 


40840 


8.2 


35462 


82064 


29260 










8.4 


35095 


81615 


28763 


4.0 


42294 


41058 


39898 


8.6 


84727 


31169 


28272 


4.2 


42085 


40693 


89435 


8.8 


34358 


80724 


27787 


4.4 


41765 


40817 


38966 










4.6 


41488 


39930 


88485 


9.0 


38988 


30282 


27306 


4.8 


41203 


39534 


37998 


9.2 


33611 


29844 


26832 










9.4 


88249 


29408 


26864 


5.0 


40910 


39130 


87500 


9.6 


32880 


28977 


25903 


5.2 


40608 


88807 


86997 


9.8 


32511 


28549 


25448 


5.4 


40299 


38800 


86488 










5.6 


39984 


87874 


85975 


10.0 


82148 


28125 


25000 


5.8 


39663 


37448 


35457 


10.2 


31776 


27706 


24559 










10.4 


31411 


27290 


24125 


6.0 


39385 


87006 


84988 


10.6 


31054 


26879 


23698 


6.2 


39008 


36566 


84416 


10.8 


80684 


26474 


23279 


6.4 


88665 


36122 


38894 










6.6 


38828 


35676 


33371 


11.0 


30824 


26072 


22866 


6.8 


37976 


35219 


32849 


11.2 


29965 


25675 


22460 










11.4 


29608 


25285 


22063 


7.0 


37616 


34776 


32828 


11.6 


29247 


24899 


21671 


7.2 


87272 


34824 


81809 


11.8 


28908 


24517 


21288 


7.4 


36914 


33872 


31292 











CAMBBIA STEEL. 



191 



STRENGTH OF STEEL COLUMNS OR STRUTS. 

L 

For various values of — in which L = length in feet and r = radius 

of gyration in inches. 

P =z ultimate strength in lbs. per square inch. 

FOR SOFT STSSX.. 

Square bearing Pin and square bearing Pin bearing 

45 000 ^ 45 000 ^ 45 000 



P = 



14 



(12 Ly 



1+ 



(12 L)^ 



P = 



24 000 r2 



H 



(12 L 



36 000r2 

To obtain safe unit stress : 

For quiescent loads, as in buildings, divide by 4. 



18 000r2 





For 


moving loads, as in 


bridges 


, divide by 5. 






Ultimate Strength iti lbs. 




Ultimate Strength in lbs. 


4* 


per Square Inch. 


r 


per Square Inch. 


X 


S(iuare. 


Pin and 


Pin. 


Square. 


Pin and 


Pin. 






Square. 








Square. 




12.0 


28553 


24142 


20911 


16.6 


21406 


16960 


14043 


12.2 


28207 


23771 


20542 


16.8 


21137 


16708 


13812 


12.4 


27863 


23406 


20179 










12.6 


27522 


23046 


19823 


17.0 


20872 


16459 


13584 


12.8 


27185 


22693 


19474 


17.2 


20611 


16216 


13366 










17.4 


20353 


15977 


13150 


13.0 


26850 


22343 


19133 


17.6 


20098 


15742 


12938 


13.2 


26524 


22005 


18797 


17.8 


19847 


15512 


12731 


13.4 


26189 


21662 


18469 










13.6 


25864 


21329 


18148 


18.0 


19599 


15286 


12528 


13.8 


25543 


21002 


17833 


18.2 


19351 


15063 


12329 










18.4 


19114 


14845 


12135 


14.0 


25224 


20680 


17523 


18.6 


18878 


14630 


11944 


14.2 


24909 


20363 


17221 


18.8 


18644 


14420 


11757 


14.4 


24598 


20052 


16925 










14.6 


24290 


19746 


16634 


19.0 


18418 


14218 


11579 


14.8 


23985 


19445 


16350 


19.2 


18185 


14010 


11394 










19.4 


17961 


13811 


11219 


15.0 


23684 


19148 


16071 


19.6 


17740 


13616 


11048 


15.2 


23387 


18858 


15799 


19.8 


17519 


13422 


10877 


15.4 


23093 


18572 


15532 










15.6 


22803 


18288 


15270 


20.0 


17308 


13235 


10715 


15.8 


22516 


18015 


15105 


20.2 


17096 


13050 


10553 










20.4 


16888 


12868 


10434 


16.0 


22234 


17744 


14764 


20.6 


16682 


12690 


10249 


16.2 


21954 


17478 


14518 


20.8 


16480 


12515 


10087 


16.4 


21678 


17216 


14279 











192 



CAMBKIA STEEL. 



STRENGTH OF STEEL COLUMNS OR STRUTS. 



For various values of 


L 

— in which L = 
J" 


length in 


feet and 


r = radius 


of gyration in inches. 








P = 


= ultimate strength in lbs. ] 


per square inch. 






FOR 


IVESOIXJIVE SXSSX^. 




Square bearing 


Pin and 


square bearing 


Pin bearing 




50 000 




50 000 


50 000 


P 




p — — 


T5 






-1 (12L/ 
^36 000r2 


1- 


, (12L)2 


~1| ^^^^>' 
'I8 000r2 




^24 000 r2 


To obtain safe unit stress : 








For quiescent 


loads, as 


in buildings, divide by 4. 




For moving loads, as in bridges, divide 


by 5. 




Ultimate Strength in lbs. 




Ultimate Strength in lbs. 


r 


per Square Inch. 


r 


per 


Square Inch. 


Square. 


Pin and 


Hn. 


Stjiiare. 


Pin and 


Kn. 






S(iuare. 








Square. 




3.0 


48263 


47438 


46642 


7.6 


40616 


37132 


34199 


3.2 


48083 


47106 


46214 


7.8 


40214 


36629 


33681 


3.4 


47790 


46757 


45767 










3.6 


47536 


46393 


45303 


8.0 


39809 


36127 


33069 


3.8 


47270 


46013 


44822 


8.2 


39402 


35627 


32511 










8.4 


38994 


35128 


31959 


4.0 


46993 


45620 


44325 


8.6 


88585 


34632 


31413 


4.2 


46705 


45214 


43817 


8.8 


38175 


34138 


30874 


4.4 


46406 


44797 


43295 










4.6 


46098 


44367 


42761 


9.0 


87764 


33647 


30340 


4.8 


45781 


43927 


42220 


9.2 


87345 


33160 


29813 










9.4 


86943 


32676 


29293 


5.0 


45455 


43478 


41667 


9.6 


36538 


32197 


28781 


5.2 


45120 


48119 


41108 


9.8 


36123 


31721 


28275 


5.4 


44777 


42555 


40542 










5.6 


44427 


42082 


39972 


10.0 


35714 


31250 


27778 


5.8 


44070 


41603 


39897 


10.2 


85307 


30784 


27288 










10.4 


34901 


30822 


26806 


6.0 


43706 


41118 


38820 


10.6 


84504 


29866 


26331 


6.2 


43337 


40629 


38240 


10.8 


34093 


29415 


25865 


6.4 


42961 


40136 


37660 










6.6 


42581 


39640 


37079 


11.0 


33693 


28969 


25407 


6.8 


42196 


39132 


36499 


11.2 


38294 


28528 


24956 










11.4 


32898 


28094 


24514 


70 


41796 


38640 


35920 


11.6 


32497 


27665 


24079 


7.2 


41413 


38138 


35343 


11.8 


32114 


27241 


23653 


7.4 


41016 


37635 


34769 













CAMBRIA STEEL. 




193 


STRENGTH OP STEEL COLUMNS OR STRUTS. 


Foi 


• various values of 


— in which L ==: 
r 


length in 


feet and 


r zz=z radius 


of gyration in inches. 












P = 


= ultimate strength in lbs. per square inch. 








FOR 


NLETJXTJTH 


STEISX.. 




1 


Square bearing 


Pin and 


Square bearing 


Pin bearing 


P 


50 000 


P==- 
1 


50 000 


■r ^ 


50 000 


■^36 000r2 


, (12 L 


~'+rl 


12L)2 




■^24 000 


r' 


J000r2 


To obtain safe unit stress : 












For quiescent loads, as 


in buildings, divide by 4. 






For moving loads, as in bridges, divide 


by 5. 






Ultimate Strength in lbs. 




Ultimate Strength in lbs. 


I. 

r 

12.0 


per Square Inch. 


r 


per 


Square Inch. 


S(iiiare. 


Pin and 
Square. 


Pin. 


Square. 


Pin and 
Square. 


Pm.^ 


31726 


26824 


23234 


16.6 


23784 


18844 


15603 


12.2 


31341 


26412 


22824 


16.8 


23486 


18564 


15347 


12.4 


30959 


26007 


22421 










12.6 


30580 


25607 


22026 


17.0 


23191 


18288 


15093 


12.8 


30205 


25214 


21638 


17.2 


22901 


18018 


14851 










17.4 


22614 


17752 


14611 


13.0 


29833 


24826 


21259 


17.6 


22331 


17491 


14376 


13.2 


29471 


24450 


20886 


17.8 


22052 


17235 


14145 


13.4 


29099 


24069 


20521 










13.6 


28738 


23699 


20164 


18.0 


21777 


16984 


13920 


13.8 


28381 


23336 


19814 


18.2 


21501 


16737 


13699 










18.4 


21238 


16494 


13483 


14.0 


28027 


22978 


19470 


18.6 


20975 


16256 


13271 


14.2 


27677 


22626 


19134 


18.8 


20715 


16022 


13063 


14.4 


27331 


22280 


18805 










14.6 


26989 


21940 


18482 


19.0 


20464 


15798 


12865 


14.8 


26650 


21605 


18167 


19.2 


20206 


15567 


12661 










19.4 


19957 


16346 


12466 


15.0 


26316 


21276 


17857 


19.6 


19711 


15129 


12275 


15.2 


25985 


20953 


17554 


19.8 


19466 


14913 


12086 


15.4 


25659 


20636 


17258 










15.6 


25337 


20320 


16967 


20.0 


19231 


14706 


11905 


15.8 


25018 


20017 


16683 


20.2 


18996 


14500 


11725 










20.4 


18764 


14298 


11549 


16.0 


24704 


19716 


16404 


20.6 


18536 


14100 


11377 


16.2 


24393 


19420 


16131 


20.8 


18311 


13905 


11208 


16.4 


24087 


19129 


15865 











194 CAMBRIA STEEL. 



EXAMPLE OF THE UvSB OP THE TABLES OP 

RADII OP GYRATION FOR TWO ANG-LES 

PLACED BACK TO BACK AND THE 

TABLES OP STRENG-TH OP STEEL 

COLUMNS OR STRUTS. 

Pages 185 to 193 Inclusive. 

What is the size of truss member required to safely sustain 50 000 
pounds in compression, the safety factor being 4, the unsupported length 8 
feet, the gusset plates at each end being %'' thick? 

Assume for trial two 4" x 3" x xs" angles with the long legs together. 
Referring to page 187, the least Radius of Gyration, comparing values in 
columns Tq and t^, is found to be 1.27. The ratio of the length of the 

column in feet to the Least Radius of Gyration in inches, — is therefore 

Referring to the table of Strength of Steel Columns or Struts for 
medium steel, page 192, the ultimate strength of a column in which 

— = 6.3 is found by interpolation between the values for 6.2 and 6.4 to be 

43 149 pounds per square inch, which, divided by the safety factor 4, gives 
10 787 pounds as the safe unit stress per square inch. Multiplying the 
safe unit stress per square inch : 10 787 pounds by 4.18, the area of the 
two angles in square inches, gives 45090 pounds as the total safe load. 
This is slightly less than the specified load of 50 000 pounds, and there- 
fore it will be necessary to increase the assumed section. Assume the 
angles to be 4" x 3" x %" , for which the Least Radius of Gyration is found 

by interpolation to be 1.26, and by the same process used above, — 

is found to be 6.35, which corresponds to an ultimate strength of 43 055 
pounds per square inch, or a safe unit stress of 10 764 pounds per square 
inch, which multiplied by the area of the two angles : 4.96 square inches, 
gives a safe total load of 53 389 pounds, which is ample to meet the con- 
ditions stated. 

EXPLANATION OP TABLES RELATING- TO DI- 
MENSIONS AND SAFE LOADS OP STEEL 
COLUMNS OP VARIOUS SECTIONS. 

Pages 196 to 277 Inclusive. 

Tables of Dimensions for Plate and Angle Columns are given on pages 
196 and 197, the Moments of Inertia and Section Moduh about two rectan- 
gular axes are given on pages 198 to 200, and the safe loads for various 
lengths, calculated for the Radius of Gyration about each of the two rect- 
angular axes, are given on pages 222 to 241 inclusive. 

Tables of Dimensions for Z-bar Columns with Side Plates are given on 
page 202, the Moments of Inertia and Section Moduli about two rectangu- 
lar axes are given on page 203, and the safe loads for various lengths, based 
upon the Least Radius of Gyration, are given on pages 244 and 245. 

Tables of Dimensions for Latticed Channel Columns are given on page 
204-. the Moments of Inertia and Section Moduli about two rectangular 



CAMBRIA STEEL. 195 



axes are given on page 205, the Safe Loads for various lengths, based upon 
the Least Radius of Gyration, are given on pages 246 to 249, and data relat- 
ing to the proper sizes of lattice bars and stay-plates to be used with these 
columns are given on pages 248 and 249. 

On pages 206 and 207 are given the Principal Dimensions of Plate and 
Channel Columns with comparatively narrow plates, called, for conve- 
nience of reference. Series A, and on pages 208 and 209 for Series B, 
which differs from Series A, in having wider plates. Moments of Inertia 
and Section Moduli about two rectangular axes are given for Series A and 
B on pages 210 to 216, and the safe loads for different lengths, based 
upon the Least Radius of Gyration, are given on pages 250 to 277 inclusive. 

Safe loads for I-beams used as Columns or Struts are given on pages 
218 to 221, and the dimensions of these sections can be obtained from the 
tables on pages 156 to 159 inclusive. 

The Plate and Channel Columns given in Series A are particularly use- 
ful in buildings or locations in which it is desired to keep the extreme 
dimensions of the cross section as small as possible for this style of column, 
although in this series the Radius of Gyration about the central axis 
parallel to the channel webs is somewhat smaller than the Radius of Gyra- 
tion about the axis perpendicular to the channel webs. This makes the 
narrower columns of Series A somewhat less economical of material than 
the wider columns of Series B, which, however, is small in amount for 
columns of ordinary story lengths of 10 feet to 14 feet, such as are used in 
skeleton buildings. 

In Series B of Plate and Channel Columns with wider plates, the Radii of 
Gyration about the two axes are practically equal for the intermediate 
thicknesses and these columns are slightly more economical of material than 
those of Series A, although they require somewhat more space on account 
of their wider sections. 

The Safe Loads for columns of various kinds, as given on pages 218 to 
277 inclusive, are expressed in thousands of pounds, and have been figured 
by the use of Gordon's formula, as stated at the heads of the various 
tables, using the safety factor 4, which relates to static or quiescent loads 
such as occur in ordinary buildings. 

On page 217 is given a table showing the Distances Back to Back for 
Spacing two Channels of the same size in order to produce equal Moments 
of Inertia about the two rectangular axes. This table will be found to be 
useful in designing compression members of trusses, etc. 

The Safe Loads of the tables are assumed to be centrally applied, and 
for convenience in computing the proper sizes required to support eccen- 
tric loads, the tables of Moments of Inertia and Section Moduli for the dif- 
ferent sections of columns are given. 

The Safe Loads of the various tables are figured for extreme ratios from 

30 to 150 for — , in which 1 is the length of the column and r the Least 

Radius of Gyration, both expressed in inches. 

The weights of columns stated in the tables are per lineal foot of shaft, 
and do not include any allowances for bases, brackets or other connec- 
tions, as these depend upon the particular details and requirements of each 
case. 

Loads for other safety factors can be figured from the tables by inverse 
proportion, thus : 

New safety factor : 4 : : load from tables : new loads. Drawings of 
typical details of steel columns are given on pages 298 and 299. 



196 



CAMBKIA STEEL. 



DIMENSIONS FOR PLATE AND ANGLE 
COLUMNS. 



A: 

' ml. 



-k- 



A- 






[^ 



■^^^ 



t^--]r — 



'a/ 



Size 


Size 


Weight 


Area of 














of 


of 


of 


Column 


b 


c 


m 


m' 


k 


H 


ingles. 


Plates. 


Column. 


Section. 














Inches. 


Inches. 


Lbs.perFi. 


Sq. Ins. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


3 X 2K X >< 

" <t 5/ 


6x1^ 


24.9 


6.79 


sy 


1% 


IK 


1% 


3K 


ill 


" % 


66.1 


15.94 


ii 


J^iV 


44 


44 


44 


3 x2^xM 


Sx% 


26.6 


7.29 


4^^ 


1% 


IK 


1^4 


5K 


1034 


" " ^ 


'' Ys 


60.4 


17.19 




2j^^ 


44 


44 




lOA 


3 X 2V^ X i| 


lOxy. 


28.3 


7.79 


5y 


1% 


IK 


1^4 


7K 


12 


" -^ ^ 


'' Vs 


64.6 


18.44 


tt 


Jix^B 


4 4"* 


44 


44^ 


12^ 


I -^y^-Yx 


12x1:^ 


30.0 


8.29 


ey 


1% 


IK 


1^4 


9K 


1334 


'^ Vs 


68.9 


19.69 


tt 


2i^ 


44 


44 


44^ 


13JI 


8y^x2%xy^ 


^^i 


27.4 


7.50 


s% 


il 


IK 


2K 


4K 


lOK 


" " % 


73.3 


21.00 


a 


44 


44 


44 


10^8 


3y^x2%xu 


^^i 


28.3 


7.75 


41^ 


2% 


IK 


2% 


5X 


11 


u u 3^ 


75.9 


21.75 


(( 


2ys 


44 


44^ 


44 


11t\ 


3>^x2>^x| 


10x1^ 


30.0 


8.25 


5y 


2% 


IK 


2K 


7X 


12t1. 


" % 


81.0 


23.25 


'' 


2% 








lSi>^ 


3Kx2>^xM 


12x14 


31.7 


8.75 


ey 


2% 


IK 


2K 


9K 


14K 


" " M 


" % 


86.1 


24.75 




2% 




44"* 




14K 


4 X 3 X A 


^'^Ps 


39.3 


10.86 


^y 


2tV 


1=^4 


2K 


4-4 


IIH 


98.6 


28.44 


ii 


2\^ 


44 


44* 


4 4 


i2y 


4 x3 xi-v 


10 Xt^^ 


41.4 


11.49 


5y 


2^\ 


!=¥ 


2K 


634 


13t^5 


" - % 


" % 


104.6 


30.19 


<4 


2\h 


44 


4 4* 


44 


13i^ 


4 X 3 x A 


12xfs 


43.5 


12.11 


ey 


2tV 


1^4 


2K 


834 


Its 


110.5 


31.94 


44 


2\h 


44 


44 


(4 


4 X 3 X f g 


14x/s 


45.6 


12.74 


7^/^ 


27^ 


1^4 


2y 1 


1034 


16K 


116.5 


33.69 


44 


2\k 


44 


" ' 


44 


16ig 



Dimensions m' and c may be varied to suit requirements. 



CAMBRIA STEEL. 



197 



DIMENSIONS FOR PLATE AND ANQLE 
COLUMNS. 




Size 

of 

Angles. 


Size 

of 

Plates. 


Weight 

of 
Column. 


Area of 
Column 
Section. 


b 


c 


m 


m' 


k 


H 


Inches. 


Inches. 


Lbs. per Ft. 


Sq. Ins. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


5 X 33^ X j% 


\9^i 


47.4 
130.6 


13.36 
37.74 


5^ 


1^5 


s^ 


»¥ 


534 


it" 


5 X 33^ X j% 
a a 15 


\H^il 


49.5 
137.0 


13.98 
39.61 


6^ 


2fs 


8^ 


2^ 


73^ 


16 
16/^ 


5x3>^x,V 


14x^^5 


61.6 
143.4 


14.61 
41.49 


V^ 


1 


S^ 


8^ 


93^ 


i?ft 


5x3>^xj| 


16x^5 

" if 


53.7 
149.8 


16.23 
43.36 


«.¥ 


ii 


S^ 


2^ 


1134 


ir^ 


6x3}^xB^ 


18X0^3 


64.2 
158.3 


18.23 
46.00 


e^s 


2f^ 

2k 


2.r* 


2Ji 


73^ 


i?S 


6x3>^x3^3 


14x3/3 


66.7 
166.1 


18.98 
48.00 


7^ 


2% 


«¥ 


8^ 


9% 


18% 
19x% 


6X33^X3^3 


16X3^3 


69.3 
171.9 


19.73 
60.00 


8^ 


¥a 


8^ 


2^ 


113^ 


20/s 
2011 


6X3>^XB^3 


18x3^ 


71.8 
178.7 


20.48 
62.00 


9^ 


ii 


8^ 


«¥ 


133^ 


225^ 
22/^ 


7x3}^x^, 


14 x/. 


82.6 
178.7 


23.74 
52.00 


7^ 


2-% 
2% 


2|i 


2^ 


93^ 


20i^^ 
20H 


7x8}^xA 


16 X,. 


85.6 
185.6 


24.61 
64.00 


8^ 


2V, 
2% 


8^ 


2^ 


113^ 


21M 
22>| 


7x3y.x^, 


18 x/. 


88.6 
192.3 


25.49 
66.00 


9^ 


iH 


«.¥ 


«¥ 


13% 


2334 
23^ 


7x3J^x^, 


20 x^. 


91.6 
199.1 


26.40 
58.00 


10|^ 


il 


2^ 


2^ 


15M 


24% 
26,% 



Dimensions m' and c may be varied to suit requirements. 



198 



CAMBKIA STEEL. 



DIMENSIONS, MOMENTS OP INERTIA AND SEC- 
TION MODULI FOR PLATE AND 
ANGLE COLUMNS. 



H 





Size 




Size 


Aiij 


, 1-1. 


Axis 


2-2. 


Size 


Axis 1-1. 


Axis 2-2. 


^S 




it-t 




««-( 




U-t 




of 




of 


t^-^ 


ni 


-«; 


^3 


of 


^.-: 


n^ 




gJ 


Angles 




Plate. 


11 


n 


1^ 


1^ 


Plate. 




•J 3 

-^1 


S*"* 


•29 

cog 


Inches. 


Inches. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Inches. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


3 x2K 


xM- 


6x14 


10.3 


3.3 


39.4 


12.6 


8xM 


10 3 


3.3 


76.7 


18.6 


u 


A 


'' T% 


13.4 


4.3 


47.9 


15.3 


44 5 


13.4 


4.3 


93.7 


22.7 


(( 


% 


''% 


16.7 


5.2 


55.9 


17.9 


16.7 


5.3 


110.1 


26.7 


(( 


tV 


H 7 


20.2 


6.3 


63.5 


20.3 


44 ^ 


20.3 


63 


125.6 


30.5 


(( 


v. 


24.0 


7.4 


70.6 


22.6 


24.0 


7.4 


140.5 


34.1 


(( 


Ps 




28.1 


8.6 


77.3 


24.8 


" A 


28.1 


8.6 


154.6 


37.5 


(( 


''% 


32.4 


9.8 


83.7 


26.8 


"% 


32.4 


9.8 


168.1 


40.8 


3 x2^ 


xM 


10x14 


10.3 


3.3 


128.4 


25.1 


12xJ/ 


10.3 


3.3 


155.7 


32.0 


(( 


VQ 


'' t'^ 


13.4 


4.3 


157.5 


30.7 


44 5 


13.4 


4.3 


240.5 


39.3 


(( 


'' % 


16.7 


5.3 


185.6 


36.2 


''% 


16.7 


5.3 


284.0 


46.4 


(( 


il 


'' t\ 


20.3 


6.3 


212.5 


41.5 


'' tV 


20.3 


6.3 


325.8 


53.2 


(( 


^'V. 


24.1 


7.4 


238.3 


46.5 


- Vo 


24.1 


7.4 


366.1 


59.8 


(( 


T% 


li 9 


28.1 


8.6 


263.1 


51.3 




28.2 


8.6 


405.1 


66.1 


(( 


k 


32.5 


9.8 


286.9 


56.0 


''% 


32.5 


9.8 


442.7 


72.3 


3^x2)^ 


xli 


7x14 


16.0 


4.4 


62.4 


17.2 


8x14 


16.0 


44 


84.7 


20.5 


4t 


r'r 


"i 


20.7 


5.7 


76.2 


21.0 


*' -AI 


20.7 


5.7 


103.6 


2.5.1 


(( 


% 


25.6 


6.9 


89.3 


24.6 


" % 


25.6 


6.9 


121.7 


29.5 


(( 


tV 


<t 7 

t< 1/ 

72 


30.8 


8.3 


101.7 


28.1 


4 4 7' 


30.8 


8.3 


138.9 


33.7 


(( 


V. 


36.3 


9.7 


113.6 


31.3 


36.3 


9.7 


155.5 


37.7 


(( 


Ta 


** tIt 


42.1 


11.1 


124.8 


34.4 




42.1 


11.1 


171.2 


41.5 


(i 


*'5^ 


48.3 


12.7 


135.5 


37.4 


" ^/h 


48.3 


12.7 


186.3 


45.2 


U 




"II 


54.8 


14.3 


145.6 


40.2 


"M 


54.8 


14.3 


200.6 


48.6 


(( 


61.6 


15.9 


155.2 


42.8 


61.6 


15.9 


214.3 


52.0 


33^x23^ 


xM 


10x14 


16.0 


4.4 


140.9 


27.5 


12x>4 


16.0 


4.4 


213.7 


34.9 


^^tt 


t 


44 5 


20.7 


5.7 


173.0 


33.8 


"ix 


20.7 


5.7 


262.9 


42.9 


(( 


<t 3/ 

/8 


25.6 


6.9 


203.9 


39.8 


25.6 


7.0 


310.5 


50.7 


(( 




" tV 


30.8 


8.3 


233.5 


45.6 


::$ 


30.8 


8.3 


356.2 


58.2 


(( 


"% 


" R 


36.3 


9.7 


262.1 


51.1 


36.4 


9.7 


400.7 


65.4 


(i 


P 




42.2 


11.2 


289.4 


56.5 


-i) 


42.2 


11.2 


443.4 


72.4 


t( 


48.3 


12.7 


315.9 


61.7 


48.4 


12.7 


484.9 


79.2 


i\ 


«i 


54.9 


14.3 


341.2 


66.6 


"II 


54.9 


14.3 


524.8 


85.7 


(( 


61.7 


15.9 


365.6 


71.3 


61.8 


15.9 


563.3 


92.0 



CAMBRIA STEEL. 



199 



DIMENSIONS, MOMENTS OF INERTIA AND SEC- 
TION MODULI FOR PLATE AND 
ANQLB COLUMNS. 



1 







Size 


Axis 1-1. 


Axis 2-2. 


Size 


Axis 1-1. 


Axis 2-2. 


Size 


'o 




e<-i 




's 




*{=! 




of 




of 




!=! ^ 


Z.i 


g^ 


of 


^ ^ 
-s-3 


ni 


o . 


^i 


Angle 


3. 


Plate. 


S3 '-^ 

1^ 






11 


Plate. 




11 


|l 


n 


Inches. 


Inches. 


Ins.4 
30.3 


Ins.3 
7.3 


Ins.4 


Ins.3 


Inches. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


4x3 


Xt's 


/8 


114.6 


27.8 


10Xj% 


30.3 


7.3 


192.0 


37.5 


(( 


% 


37.4 


8.9 


134.8 


32.7 




37.4 


8.9 


226.4 


44.2 


(( 


I 


"S 


44.8 


10.6 


154.0 


37.3 


:5i 


44.8 


10.6 


259.5 


50.6 


(( 


Yi 


52.6 


12.4 


172.4 


41.8 


52.6 


12.4 


291.5 


56.9 


(( 


i 


" T% 


60.8 


14.2 


190.0 


46 1 


" 1% 


60.9 


14.2 


322.2 


62.9 


(( 


" % 


69.5 


16.1 


206.9 


50 2 


" % 


69.5 


16.1 


352.0 


68.7 


(C 


H 


"1 


78.6 


18.1 


223.0 


54.1 


" H 


78.6 


18.1 


380.5 


74.2 


n 


% 


88.1 


20.1 


238.3 


57.8 


*' % 


88.2 


20.2 


408.0 


79.6 


ii 


\% 


" if 


98.1 


22.3 


253.0 


61.3 


" ft 


98.2 


22.3 


434.4 


84.7 


n 


fs 


'' Vs 


108.5 


24.4 


267.0 


64.7 


" % 


108.6 


24.5 


459.8 


89.7 


4x3 . 


Sl^g 


12 ^f^ 


30.3 


7.3 


292.3 


47.7 


14Xj^3 


30.3 


7.3 


416.8 


58.5 


(4 


3^ 


'' % 


37.4 


8.9 


345.5 


56.4 


" % 


37.4 


8.9 


493.4 


69.3 


a 


g 


i 


44.8 


10.6 


396.7 


64.8 


*' T% 


44.8 


10.6 


567.4 


79.6 


(( 


52.6 


12.4 


446.6 


72.9 


;; K 


52.7 


12.4 


639.7 


89.8 


(( 


9 


'' 1% 


60.9 


14.2 


494.7 


80.8 




60.9 


14.2 


709.6 


99.6 


it 


/^ 


*' ^/^ 


696 


16.1 


541.5 


88.4 


" % 


69.6 


16.1 


777.8 


109.2 


(( 


1 


:;i 


78.7 


18.1 


586.5 


95.8 


"II 


78.7 


18.1 


843.7 


118.4 


(( 


88.2 


20.2 


630.1 


102.9 


88.3 


20.2 


907.7 


127.4 


(( 


ii 


"i 


98.2 


22.3 


672,2 


109.8 


" H 


98.3 


22.3 


969.8 


136.1 


i( 


Vb 


108.7 


24.5 


713.1 


116.4 


" Vs 


108.8 


24.5 


1030.1 


144.6 


5x33^ 


'Ps 


lOxx^^ 


57.6 


11.2 


225 


43.9 


13 x^^^ 


57.6 


11.2 


341.9 


55.8 


i( 


'' % 


70.6 


13.6 


265.7 


51.8 


*' % 


70.6 


13.6 


404.6 


66 1 


t( 


p. 




84.1 


16.1 


304.8 


59.5 


"P 


84.1 


16.1 


465.2 


75.9 


(( 


;; K 


98.2 


18.7 


342.6 


66.9 


98.2 


18.7 


524.0 


85.5 


(( 


Ps 




112.9 


21.4 


379.1 


74.0 


"S 


112.9 


21.4 


581.0 


94.9 


(( 


" 8 


128.2 


24.1 


414.4 


80.9 


128.2 


24.1 


636.4 


103.9 


(( 


It 


!! J« 


144.1 


27.0 


448.2 


87.5 


"1 


144.1 


27.0 


689.8 


112.6 


(( 


" k 


160.6 


29.9 


481.1 


93.9 


160.7 


29.9 


741.8 


121.1 


a 


i 


"i 


177.8 


32.9 


512.6 


100.0 


"S 


177.9 


32.9 


792.1 


129.3 


(( 


195.7 


36.0 


543.1 


106.0 


195.8 


36.0 


841.0 


137.3 


(C 


it 


*' H 


214.2 


39.2 


572.5 


111.7 


" ii 


214.3 


39.2 


888.2 


145.0 


5x33^ 


it A 


14x^^e 


57.6 


11.2 


486.8 


68.3 


16xt5_ 


57.6 


11.2 


660.8 


81.3 


66 


Vb 


70.6 


13.6 


576.9 


81.0 


" % 


70.6 


13.6 


784.0 


96.5 


(( 


u 


" /^ 


84.1 


16.1 


664.2 


93.2 


:;i 


84.1 


16.1 


903.8 


111.2 


(( 


. ^ 


98.2 


18.7 


749.3 


105.2 


98.3 


18.7 


1020.6 


125.6 


(( 


i 


"?>e 


112.9 


21.4 


832.1 


116.8 




113.0 


21.4 


1134.7 


139.7 


(( 


128.3 


24.1 


912.7 


128.1 


128.3 


24.2 


1245.9 


153.3 


(( 




"1 


144.2 


27.0 


990.8 


139.1 


n tl 


144.2 


27.0 


1354.0 


166.6 


(( 


¥ 


160.8 


29.9 


1067.1 


149.8 


160.8 


29.9 


1459.8 


179.7 


(( 


it 


"S 


178.0 


32.9 


1141.0 


160.1 


:^i 


178.1 


32.9 


1562.6 


192.3 


(( 


% 


195.9 


36.0 


1213.2 


170.3 


196.0 


36.0 


1663.3 


204.7 


(( 


it 


" if 


214.4 


39.2 


1283.1 


180.1 


" if 


214.6 


39.2 


1761.0 


216.7 



200 



CAMBRIA STEEL. 



DIMENSIONS, 
TION 



MOMENTS OF INERTIA AND SBO- 
MODULI FOR PLATE AND 
ANGLE COLUMNS. 



J 



1 





Size 


ills 14. 


ills 2-2. 


Size 


Isis 1-1. 


Axis 2-2. 


Size 


'o 




°« 




•s 




"H 




of 


of 


^.i 


§1 


^c.- 


rt § 


of 


o 


ll 


-2 .3* 


§1 


Angles. 


Plate. 


1- 


S| 






Plate. 






pi 43 
« t-i 

s s 




Inches. 


Inches. 


Ins.4 


Ins.3 
19.3 


Ins.4 


Ins.3 


Inches. 


Ins.4 


Ins.3 
19.3 


Ins.4 
649.1 


Ins.3 
91.1 


6x3^x3^ 


12x% 


119.2 


457.5 


74.7 


14x% 


119.2 


t/"' J 


U 1/ 


141.5 


22.8 


526.2 


85.9 


"^. 


141.5 


22.8 


747.7 


104.9 


u i/ 


164.5 


26.3 


593.0 


96.8 


164.5 


26.3 


843.9 


118.4 


" Z 




188.3 


50.0 


657.9 


107.4 


"S 


188.3 


30.0 


937.6 


131.6 


" % 


212.9 ' 


33.7 


720.9 


117.7 


212.9 


33.7 


1028.8 


144.4 


t« 11 




238.3 


37.6 


781.8 


127.6 


" ii 


238.3 


37.6 


1117.3 


156.8 


264.5 


41.5 


841.2 


137.3 


" M 


264.6 


415 


1203 9 


169.0 


t< 13 


;:» 


291.5 


45.5 


898.5 


146.7 




2916 


45.5 


1287.9 


180.8 


319.5 


49.6 


954.4 


155.8 


319.6 


49.6 


1370.0 


192.3 


:: i 


:: \i 


348.2 


53.8 


1008.4 


164.6 


" if 


348.4 


53.9 


1449.5 


203.4 


377.5 


58.1 


1060.8 


173.2 


" i 


377.7 


58.1 


1526.9 


214.3 


6xS%x% 


16x3^ 


119.2 


19.3 


878.6 


108.1 


18x3^ 


119.3 


19.3 


1147.4 


125.7 


" 1 


': ^ 


141.5 


22.8 


1013.2 


124.7 


4 4 7 


141.5 


22.8 


1324.4 


145.1 


*' >^ 


164.5 


26.3 


1144.7 


140.9 


164.6 


26.3 


1497 5 


164 1 


U 9 


" ^8 


188.4 


30.0 


1273.2 


156.7 


" T^^ 


188.4 


30.0 


1667.1 


182.7 


213.0 


33.7 


1398.6 


172.1 


" % 


213.0 


33.7 


1832.8 


200.9 


U 11 

" 3/ 
/4 




238.4 


37.6 


1520.6 


187.2 


"1 


238.4 


37.6 


1994.3 


218.6 


264.6 


41.5 


1640.2 


201.9 


264.7 


41.5 


2152.9 


235 9 


''' 8 


"S 


291.7 


45.5 


1756.4 


216.2 


'' if 


291.8 


45.5 


2307.4 


252.9 


319.7 


49.7 


1870.4 


230.2 


" Vs 


319.8 


49.7 


2459.2 


269 5 


" if 


::ii 


348.5 


53.9 


1981.1 


243.8 


'' it 


348.6 


539 


2606 8 


285.7 


" 1 


377.8 


58.1 


2089.1 


257.1 


'* 1 


378.0 


58.2 


2751.3 


301.5 


7x33^x/^ 


14x/g 


220.8 


30.6 


831.2 


116.7 


16x/e 


220.8 


80.6 


1122.6 


138.2 


" K 


" 3^ 


255.8 


35.3 


938.4 


131.7 


255.8 


35.3 


1268.8 


156.2 


" P. 




292.7 


40.2 


1043.0 


146 4 


K Isl 


292.7 


40.2 


1411.6 


173.7 


'* ^ 


328 5 


44.9 


1144.6 


160.7 


H 5/ 


328 5 


44.9 


1550.9 


190.9 


" it 


" i* 


367.3 


50.0 


1243.9 


174.6 


" if 


367.4 


50.0 


1687.2 


207.7 


" % 


406.6 


55.1 


1340.7 


188.2 


406.7 


55.1 


1820.5 


224.0 


" 8 


"H 


447.2 


60.4 


1434.8 


201.4 


(( 13 


'447.3 


60.4 


1950.3 


240.0 


488.3 


65.7 


1526.7 


214.3 


48SA 


65.7 


2077.4 


255.7 


" it 


::i* 


530.8 


71.1 


1615.9 


2-6 8 


" if 


i 530.9 


71.1 


2201.1 


270.9 


** i 


574.3 


76.6 


1702.8 


239.0 


" 1 


574.5 


76.6 


2322.0 


285.8 


7x3>ix^V 


18x/e 


220.8 


30.6 


1463.2 


160 4 


-o^i 


220.8 


30.6 


1 1854.8 


183.2 


2.55.9 


35.3 


1655.1 


181.4 


2-55.9 


35.3 


2099.4 


207.4 


(( _9 

i( 5/ 

/8 


(( 9 


292.8 


40.2 


1843.0 


202.0 




292.8 


40.2 


2339.4 


231.1 


'328.6 


44.9 


2026.6 


222.1 


'' % 


328.6 


44.9 


2574.2 


254.2 


" ii 


" ?^ 


367.4 


50.0 


2206.4 


241.8 


" il 


367.5 


50.0 


2804.4 


277.0 


" k 


406.7 


55.2 


2382.7 


261.1 


406.8 


55.2 


3030.5 


299.3 




" ii 


447.4 


60.4 


2554.7 


280 


" if 


447.5 


60.4 


32-51.4 


321.1 


" % 


488.5 


65.7 


2723.5 


298.5 


488.6 


65.7 


3468.5 


i 342.6 


" IS 


" if 


531.0 


71.1 


2888.1 


316.5 


;;r 


531.2 


71.1 


3^80.5 


' 363.5 


! »' 1 


1 574.7 


76.6 


3049.1 


334.2 


574.8 


76.6 


3888.3 


3S4.0 



CAMBKIA STEEL. 



201 



DIMENSIONS FOR Z-BAR COLUMNS. 



j^ tTUm } mllT 1 



■^^r^n 




Tt , 

d 

i 






Section 
of 


t 


a 


b 


d 


H 


c 


k 


m 


A 


Column. 






















Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


4-3'' 

Z-Bars 


t 


s 


5t^ 
5/^ 


33^ 
3,^ 


12,«, 


ti 


2^ 


i^« 


3 


and 


% 




5t% 


3t% 


12% 


4^ 


(( 


(t 


(( 


1 Web-plate 


f. 


2% 


5t% 


iS 


12>^ 


4t% 

4% 


(( 


(( 


(( 


5%" wide. 


il 


5ts 


12}i 


t( 


(i 


(( 




T% 


5^ 


3M 


12x\ 


4xV 


(( 


(( 


(t 




¥ 


is 


6x^^ 
6t% 


4% 

43^ 


iis 


k 


8^ 


1^ 


3^ 


4-4" 


/^ 


3t% 


6t% 

6% 


4/^ 


143^ 


(( 


(( 


(( 


Z-Bars 


7 


3t^^ 


4^^ 


4ii 

4% 


(i 


(( 


(( 


and 


33^ 


63^ 


4t% 


15 


(( 


(( 


i( 


1 Web-plate 


s 


3t% 


6>^ 


4M 


153^ 


4H 

4^ 


(( 


(t 


(( 


6%" wide. 


is 


5ii 


4t% 


14i| 


t( 


i( 


(( 




II 


5if 


m 


14if 

14% 


tS 


(( 


(( 


(( 




3x^^ 


5if 


i( 


i( 


U 




t\ 


3^ 


6t% 


is 


16,K 


5t% 

5ps 


3X 


1% 


3% 




!^^ 


3/s 


6t"^ 


16rf 


<t 


(( 


(( 


4-5" 


/^ 


3% 


6t% 


5^ 


16x1 


5x^^ 


(( 


(( 


(( 


Z-Bars 


K 


3% 


6^ 


5M 


5 


(( 


(( 


(( 


and 


i 


3t'h 
3% 
3(| 


6% 


5i| 


It! 


(( 


(( 


(( 


1 Web-plate 


6^ 


5/1 


16% 


(( 


(( 


(i 


7" wide. 


n 


6,^^ 


5M 


16x% 


41§ 


(( 


(( 


(( 




3,1 


6t^^ 


5^ 


16>^ 
16^ 


4% 


(( 


" 


(( 




if 


3% 


6t% 


5M 


4i^ 


(( 


(( 


(( 




^/^ 


3^4 


?l 


6r^e 


18% 


5% 


4 


2 


4 




s 


3t% 


6^% 


19 


iS 


(( 


(( 


(( 


4-6" 


35^ 


7>^ 


6% 


19% 


a 


(( 


t( 


Z-Bars 


^: 


33^ 


6M 


6^% 

6% 


18% 


5x% 


ti 


t( 


ti 


and 


3t% 


6M 


18B 


5% 


(( 




(( 


1 Web-plate 


II 


^Ys 


6^ 


6M 


19 


5x^^ 


(( 


(( 


(( 


7M" wide. 


sy^ 


e% 


18% 


5^ 


(( 


" 


(( 




1 


3t% 
3k 


6M 


18-i 


5x% 

5^ 


(( 


(( 


(( 




6^ 


6.% 


18% 


(I 


(( 


(( 



202 



CAMBRIA STEEL. 



DIMENSIONS FOR Z-BAR AND PLATE 
COLUMNS. 



-c — >!*--o — >i 




Section 

of 
Column. 



4-6" 

Z-Bars 

and 

1 Web-plate 

7%" wide. 





Cover Plates. 






Thickness 











of Web- 








d 


plate and 




Thick- 


b 


Z-Bars. 


Width. 


ness. 






t 




t' 






Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


if 


14 


y. 


7 


6M 




C! 


li 


6f* 


(( 


(( 


T% 


(( 


2^v 


(( 


(( 


% 


a 


7^^^ 






It 


n 


7A 

7^% 


(( 




II 




7i.^^ 


(( 


(( 




7iA 




14 


% 


7 


634 


(( 
(( 


t 




ill 










r^ 






II 


It 


7t'^ 


(( 


a 


1 


(( 


7f^^ 


(( 


n 


(( 


7M 


-H 


14 


% 


7 


eu. 


n 


i( 


7 

IS 


(( 


6f| 


ii 


(( 




6^^ 


kl 


u 




(( 


7^V 


a 


(( 


(( 


7n^^ 


a 


(( 


/4 




7^% 


ii 


(( 


a 


7^ 


n 


(( 


8 


a 


73I. 
7M 


Yf 


14 


% 


7 


6if 


(( 


/tt 


(( 


7 


(( 


(( 


Vo 


u 


7tS. 


4( 






(4 


?r? 


(( 


ii 


H 


U 


7K 


(( 


a 


% 


44 


7t1t 


(( 


(4 


Z8 


44 


7% 




(t 




7/. 



H 



Inches. 

19x1 

19% 
19ii 

20 
20^ 
20A 
20x% 

19tV 
19xk 

19^8 

19H 
19if 

Jg^ 
20 

SOy^e 

20>^ 

19% 
20 



19H 
19ii 

20 

20^ 

20>^ 

20^ 
20/« 



Inches. 



55i 



^.^^ 



k 


m 


Inches. 


Inches. 


4 


2 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


44 


4 


2 


44 


4> 


(4 


44 


" 


44 


44 


44 


4( 


44 


44 


44 


44 


44 


1 44 


44 


4 


2 


1 " 


44 


44 


(4 


44 


44 


44 


" 1 


44 


44 


44 


44 


44 


44 


44 


44 


4 


2 


4( 


44 


(C 


44 


(4 


44 


(( 


k4 


(( 


44 


44 


44 


44 


44 


44 


44 



Inches. 



4 





CAMBRIA STEEL. 203 




PROPERTIES OP Z-BAR COLUMNS. 

—^ , o . 




==11 






'-cr 






r ' 






1 ^ 


r^ 






^ 


_£X 






1 &J 


^ 1 


' f 


r" 


n' 


-1 




^1 








^ 






L-.. 










Z-Bar Columns. 


Z-Bar Columns with Cover Plates. 




M 


Axis 1-1. 


Axis 2-2. 




^^• 


Axis 1-1. 


Axis 2-2. 


Section 


1.3 










Section 


f^"^ 












^'^ 


Moment 


Section 


Moment 


Section 




i^ 


Moment 


Section 


Moment 


Section 


of 


i s 


of 


Mod- 


of 


Mod- 


of 


-S^ 


of 


Mod- 


of 


Mod- 


Column. 


It 


Inertia. 


ulus. 


Inertia. 


ulus. 


Column. 


^a 


Inertia. 


ulus. 


Inertia. 


ulus. 


Ins. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Ins. 


Ins.* 


Ins.3 


Ins.4 


Ins.3 


4-3'' 

Z-Bars 
and 

1 Web- 
plate 
5%" 
"Wide. 


^^ 


32.3 


]0.3 


80.3 


14.8 




% 


1021.1 


149.2 


704.7 


100.7 


4 


42.8 


13.3 


99.8 


18.3 


4 Z-Bars 
64" X 

3|"xir' 

and 1 
Web- plate 

7riir 


t. 


1103.9 


159.8 


733.3 


104.8 


% 


48.0 


15.1 


112.1 


21.1 


1188.1 


170.5 


761.8 


108.8 


il 


59.5 


18.1 


130.0 


24.5 




1273.8 


181.2 


790.4 


112.9 


63.6 


19.6 


138.9 


2o.8 


% 


1361.1 


191.9 


819.0 


117.0 


T% 


76.1 


22.8 


155.3 


29.9 


II 


1450.0 
1540.4 


202.6 
213.4 


847.6 
876.2 


121.1 
125.2 














i# 


1632.4 


224.2 


904.8 


129.3 




v^ 


68.6 


16.6 


133 


21.1 




% 


1725.9 


235.0 


933.3 


133 3 


4-4" 


k 


89.7 


21.3 


165.2 


26.2 














Z-Bars 


112.6 


26.1 


197.2 


31.2 




% 


1014 


150.2 


715.7 


102.2 


and 


/' 


118.4 


28.1 


212.4 


34.7 


4 Z-Bars 

6" X 
3i" X 1" 

and 1 
Web-plate 

7rxr 


/2 


1094.5 


160.7 


744.3 


106.3 


1 Web- 


V. 


141.7 


32.9 


241.4 


39.4 


1176.5 


171.1 


772.9 


110.4 


plate 

e%" 

"Wide. 


1% 


166.9 


37.9 


270.0 


44.1 


fk 


1259.9 


181.6 


801.5 


114.5 


% 


167.2 


38.8 


276.4 


46 5 


% 


1344.9 


192.1 


830.1 


118.6 


/4 


192.9 


43.8 


302.3 


50.9 




14315 


202.7 


858.6 


122.7 




220.5 


49.0 


327.9 


55.2 


/4 


1519.5 


213.3 


887.2 


126.7 














H 


1609.1 


223.9 


915.8 


130.8 
















% 


1700.3 


234.5 


944.4 


134.9 




« 


149.4 


29.0 


197.2 


30.1 














4-5" 


186.0 


35.4 


235.2 


35.8 




% 


1094 2 


159.9 


757.4 


108.2 


Z-Bars 


7 


225.2 


42.4 


272.7 


41.5 


4 Z-Bars 
6xV' X 

and 1 
Web- plate 


Tfi 


1176.9 


170.4 


786.0 


112.3 


and 


^/; 


235.6 


44.9 


289.7 


45.4 


% 


1261.2 


181.0 


814.6 


116.4 


1 Web- 


,% 


275.4 


51.5 


323.8 


50.8 


A 


1346.9 


191.6 


843.2 


120.5 


plate 


% 


817.8 


58.4 


357.6 


56.1 


% 


1434.2 


202.2 


871.7 


124.5 


7" 
"wide. 


II 


320.1 
363.0 


59.9 
66.8 


364.9 
395.6 


59.0 
63.9 


11 


1523.0 
1613.4 


212.8 
223.5 


900.3 
928.9 


128.6 
132.7 




^# 


408.7 


73.9 


425.8 


68.8 


H 


1705.4 


234 2 


957.5 


136.8 
















Vs 


1799.0 


245.0 


986.1 


140.9 




^/< 


288.0 


46.5 


318.1 


44.6 




% 


1178.3 


169.8 


798.6 


114.1 


4-6" 


/« 


346.8 


55.2 


368.8 


51.8 


4 Z-Bars 
6^" X 


/^ 


1263.3 


180.5 


827.1 


118.2 


Z-Bars 


1% 


409.1 


64.2 


418.9 


58.8 


Vo 


1349.8 


191.1 


855.7 


122 2 


and 




426.3 


67.9 


441.7 


63.7 


31" X Iff 

and 1 
Web-plate 
71" x|" 




1437.8 


201.8 


884.3 


126.3 


1 Web- 


% 


489.3 


76.8 


487.7 


70.3 


% 


1527.5 


212.5 


912.9 


130.4 


plate 


/^ 


555.8 


85.9 


533.2 


76.9 


J* 
% 


1618.7 


223.3 


941.5 


134.5 


7%" 
"wide. 


561.7 


88.1 


544.2 


80.6 


1711.4 


234.0 


970.1 


138.6 


« 


628.9 


97.7 


585.9 


86.8 


H 


1805.8 


244.9 


998.6 


142.7 




699.7 


107.7 


627.1 


92.9 




% '1901.8 


255.7 


1027.2 


146.7 



204 



CAMBRIA STEEL. 



DIMENSIONS FOR LATTICED CHANNEL 
COLUMNS. 




h~b->k-t)-^H 



Depth of 
Channel 


¥eight 
per 

Foot. 


t 


b 


d 


H 


1 

c 


E 


A 


m 


and 




















Section 
Number. 




















Pounds. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 




8.00 


.20 


Sff, 


3 


9,% 


^}f 


lit 


2 


1t^^ 


6'' 


10.50 


.32 


(( 




IH 


(( 


li% 


C17 


13.00 


.44 


a 


u 




a 


lA 


a 


iS 




15.50 


.56 


a 


(( 




(6 


1/^ 


a 


Irk 




9.75 


.21 


^V, 


Sli 


11 


8^3 


2j%- 


2^3 


1^ 


7'' 


12.25 


.32 


u 


a 




2tV 


iS 


C21 


14.75 


.42 


u 


u 




(( 


lit 


(( 


Irk 

ik 

1^ 




17.25 


.53 


(( 


(( 




(( 


^7^ 
1% 


(( 




19.75 


.63 


u 


a 




(( 


(i 




11.25 


.22 


4if 


4 


12^ 


3^, 


2K 


2^ 


1^ 


8" 


13.75 


.31 


(( 


(( 




2A 


1t% 


C25 


16.25 


.40 


(( 


*' 




(( 


2% 


(( 


15^ 




18.75 


.49 


(( 


(( 




(( 


2M 


(( 


1>I 




21.25 


.58 


(( 


(( 




(( 


2x% 


*< 


li% 




13.25 


.23 


5t% 


4>^ 


13^ 


^Vs 


2% 


3 


Ws 


9'^ 


15.00 


.29 


4 4 




u 


2ll 


(C 


1^ 


C29 


20.00 


.45 


(( 


u 




(( 


2r% 


(( 


iS 
1% 




25.00 


.61 


(( 


(I 




u 


2^/^ 


(( 




15.00 


.24 


5% 


5 


15}i 


43^ 


3li 


8% 


i^ 


10" 


20.00 


.38 


a 


u 


u 


3 


u 


1% 


C33 


25.00 


.53 


ii 


u 




" 


2% 


(( 


IV4 




30.00 


.68 


u 


(( 




U 


2H 


(( 


Uf 




35.00 


.82 


i(, 


ti 




u 


2i% 


(( 


s,*. 




20.50 


.28 


61g 


6 


18^ 


5V8 


3% 


4^ 


it^ 


12'' 


25.00 


.39 


i\ 


(( 


a 


3k 


C41 


30.00 


.51 


(( 


(( 




a 


3^^ 


(( 


2 




35.00 


.64 


(( 


u 




n 


3>^ 


(t 


2^ 




40.00 


.76 


(( 


(( 


(( 


ii 


3^ 


(( 


2M 




33.00 


.40 


S^s 


7K 


22^ 


eva 


434 


bVs 


1% 




35.00 


.43 


(( 


(( 


u 


4H 

45/s 


(( 


m 


15'' 


40.00 


.52 


(C 


(( 


(( 


(( 


(( 


2 


C53 


45.00 


.62 


(( 


u 


(( 


(( 


4>^ 


(( 


2>^ 




50.00 


.72 


(( 


(( 


(( 


(( 


f^'^ 


t( 


2>^ 




55.00 


.82 


n 


it 


(( 


(( 


4x^ 


(< 


2,^ 



CAMBKIA STEEL. 



205 



PROPERTIES OP LATTICED CHANNEL COLUMNS. 



^ 





Weight 
per Foot. 


Axis 1-1. 


Axis 2-2. 


Depth of Channel 

and 
Section Numher. 


Moment 

of 
Inertia. 


Section 
Modulus. 


Moment 

of 
Inertia. 


Section 
Modulus. 


Pounds. 


Inches.4 


Inches. 3 


Inches.4 


* Inches.3 


6^' 
C17 


8.00 
10.50 
13.00 
15.50 


26.0 
30.2 
34.6 
39.0 


8.7 
10.1 
11.5 
13.0 


27.0 
31.1 
35.2 
88.7 


7.3 

8.4 

9.5 

10.4 


7„ 
C21 


9.75 
12.25 

14.75 
17.25 
19.75 


42.2 
48.4 
54.4 
60.4 
66.4 


12.1 
13.8 
15.5 
17.3 
19.0 


44.0 
50.5 
56.4 
61.4 
66.5 


10.3 
11.9 
13.3 
14.4 
15.6 


8'' 
C25 


11.25 
13.75 
16.25 
18.75 
21.25 


64.6 
72.0 
79.8 
87.7 
95.6 


16.2 
18.0 
20.0 
21.9 
23.9 


67.5 
75.8 
84.5 
92.3 
99.7 


14.0 
15.8 
17.6 
19.3 
20.8 


9'' 
C29 


13.25 
15.00 
20.00 
25.00 


94.6 
101.8 
121.6 
141.4 


21.0 
22.6 
27.0 

31.4 


92.4 
100.0 
120.1 
139.1 


17.8 
19.2 
23.1 
26.8 


10'' 
C33 


15.00 
20.00 
25.00 
30.00 
35.00 


133.8 
157.4 
182.0 
206.4 
231.0 


26.8 
31.5 
36.4 
41.3 
46.2 


106.2 
158.5 
183.3 
205.4 
226.0 


18.5 
27.6 
32.0 
35.8 
39.4 


12'' 
C41 


20.50 
25.00 
30.00 
35.00 
40.00 


256.2 
288.0 
323.2 
358.6 
393.8 


42.7 
48.0 
53.9 
59.8 
65.6 


256.9 
295.6 
335.8 
370.5 
405.7 


37.9 
43.6 
49.5 
54.6 
59.8 


15" 
C53 


33.00 
35.00 
40.00 
45.00 
50.00 
55.00 


625.2 
639.8 
695.0 
750.2 
805.4 
860.4 


83.4 

85.3 

92.7 

100.0 

107.4 

114.7 


618.7 
636.1 
700.8 
763,0 
819.5 
874.3 


76.1 
78.3 
86.3 
93.9 
100.9 
107.6 



206 



CAMBRIA STEEL. 



DIMENSIONS FOR PLATE AND CHANNEL 
COLUMNS. 



A-^x4-c-:^ 







Depth i 

of 

Channel 

and I 

Section \ 

No. 



7'' 
C21 



8'' 
C25 



per 

Foot. 



Size of Plates. 

j Thick- 
WidtL ness. 
t' 



Pounds. Inches. Inches. Inches. Inches. Inches.; Inches, 

i I 





8.0 


6- 
C17 


10.5 
13.0 




15.5 




9,75 




12^5 



14.75 

(( 

17^5 

(( 

19.75 



11.25 
13.75 

(4 

16.25 

(( 

18.75 

(( 

21.25 

(( 

13.25 

(( 

15.00 



9' 
C29 20.00 



10 

(( 

(( 
(( 
(( 
(( 
(( 
(( 

11 



25.00 i " 



.20 

I .32 

I (( 

i .44 

i " 

j .56 

(( 

.21 

(( 

.32 

(( 

.42 

(( 

.53 

(( 

.63 



.22 

(( 

.31 

(( 

.40 

(( 

.49 

(( 

.58 



.23 
.29 
.45 



.61 



4 

(( 
(( 
(( 
(( 
(I 



5 



3^1 ' 
3M 

Wi 

3^ I 
3M : 

3^ : 

3% I 

f i 

% 

4^^ 

4:}i ; 
^^ 

I? 

4 



i 4K 

\^ 

5% 
4^ 
5>| 



E 



Inches. Inches. 



4S 
5tV 
4>^ 
5t^ 

n 



2% 



^r- 






9^ 
on 

on 

on 



1'^ 

35/g 
3% 
35^ 
3}^ 
3^ 
3>^ 

sk 

3% 
3% 



4K 4^^ i 2H 

5VW " ^ •' 
(( 






2# 



2^ 



Oil 



2-,^ 



23^3 



Inches. Inches. 



Sf. 2^ 



(( 
(( 

(( 
(4 
44 
44 
44 
44 

2|i 

44 
44 
44 
44 
44 
44 
C4 
44 



1^ 



1^ 



1^ 



CAMBRIA STEEL. 



207 



DIMENSIONS FOR PLATE AND CHANNEL 
COLUMNS. 



.fr-Q;4-'C-^ _ 



■(^ 



If 



\ 



^. 






-A-^A- m I 

^1 



l.y_b...ii:5^ 



se:ri£:s .a.. 



of 
Channel 

and 
Section 



10'' 
CSS 



12'' 
C41 



15" 
C5S 



Weight 
per 
Foot. 



Pounds. 



15.0 

20.0 

(( 

25.0 

so.o 

S5.0 



20.5 

(( 

25.0 

(( 

SO.O 

(( 

S5.0 

(( 

40.0 



ss.o 

S5.0 
40.0 
45.0 



50.0 
55.0 



Size of Plates. 



Width. 



Inches, 



12 

(( 
(( 
(( 
(( 

(( 



14 



(( 
(( 
n 
(( 

(C 

(( 

17 

«( 
(( 
(( 
(( 

(( 

(C 



Thick- 



Inches. 



Inches. 



.24 

n 

.S8 
.53 



.82 

(( 

.28 

(( 

.39 

(( 

.51 

(( 

.64 

(( 

.76 

(( 

.40 

.43 

(( 

.52 

(( 

.62 

(( 

.72 

(( 

.82 



Inches. 



Inches. 



H 



Inches. 



5M 

6t% 
5it 

g^ 
8% 

9A 
8k 
9A 
8k 
9i% 

23H 
2311 



Inches. 



4^ 



5^A 



(( 

(( 
(( 

4( 
(( 
(( 
(< 
(( 
(< 



E 



Inches. 



3^ 

2^ 
2|^ 

O 9 

•If 

8|^ 

3^ 
33^ 



4ti 
4|i 

If' 



Inches. 



ii 
ii 

45^ 



5:^ 



Inches. 



2^ 



-tMlflfefeJJtiJ gggg 



208 



CAMBKIA STEEL. 



DIMENSIONS 



FOR PLATE AND 
COLUMNS. 



CHANNEL 



<7 



^ 
f^^ 



ftf- 

-A-»i*-A- 



-e4-e- 

N 



n 

m I 

-i 



^x 



^^■ 










Size of Plates. 








Depth 


¥eiglit 


















of 


par 
Foot. 




Thick- 


t 


b 


d 


Cliamiel 


Width. 


ness. 








and 






t' 








Section 
No. 














Pounds. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 




8 


9 


""4 


.20 


4K 


ZM. 




u 


(( 


% 


(( 


44"' 


'6y^ 




10.5 


(( 


'i 


.32 


44 


ay. 


6" 


u 


u 


(( 


44 


C17 


13.0 


(( 


H 


.44 


44 


3^.1 




(( 


(C 


^^ 


44 


44 




15.5 


(( 


^4 


.56 


44 


3^ 




(( 


t( 


% 


u 


44 




9.75 


11 


1/ 

% 


.21 

if. 


5^ 


3M 




12.25 


(( 

" 


i 


.32 


44 
4( 


41/^ 


7// 


14.75 


a 


tl 


.42 


44 




C21 


(( 


n 


u 


*' 




17.25 


u 


"4 


.53 


44 


3^4 




(( 


n 


/I 


44 


44 


41/I 




19.75 


u 


/4: 


.63 


44 


33^ 




(( 


a 


% 


44 


44 


4^8 




11.25 


12 


P 


.22 


6 


4M 




" 


t( 


44 


44 


4'% 


8" 


13.75 




.31 

44 


44 
44 


4^ 

43^ 


C25 


16.25 


(( 


/4- 


.40 


44 


414 
4% 




(( 


(( 


A 


44 


44 




18.75 


(( 


M 


.49 


44 


4-^ 




(( 


(( 


% 


44 


44 




21.25 




X 


.58 

44 


(4 
44 


414 




13.25 


13 


v^ 


.23 


61/^ 


434 




(( 


(( 


% 


44 


4fc 


5^1 


9" 


15.00 


a 


A 


.29 


44 


434 


C29 


(( 


(( 


y^ 


(4 


44 


b4 




20.00 


it 


1 


.45 

44 


44 
44 


ti 




25.00 

4( 


(4 


.61 

44 


44 
44 





Inches.) Inches. 



S% 



lA 
1% 
1^: 

m 

1^4 



3-/6 41^ 

3k| " 

3tV '^ 
.•^3/1 44 



3/^ " 

3^ " 

3x6 

3% 

3A 

3k 



4lf 
53^' 
4H| 
5^ 

5i|, 



6^^ " 

6/8 " 

6x% " 

6>^ " 

6%i ;; 

6T%f " 



E 


A 


Inches. 


Inches. 


'^d- 


2Y. 


2# 


44 
44 


Sj^ 


(4 
(4 


\v 




3^. 


8^ 


2|4 


(4 
44 


Sfi 


44 

44 


2|i 


44 
44 


gf^ 


44 
44 


3f. 


Sfs 


3^ 


44 

44 


3.^ 


44 
44 


3^^ 


44 
44 


3f, 


44 

44 


8|4 


4 

44 


8.i* 


44 
44 


8.f^ 


44 
44 


8|^ 


44 
44 



CAMBRIA STEEL, 



209 



DIMENSIONS FOR PLATE AND CHANNEL 
COLUMNS, 



A"^i4-'C-^ 






•-A-t-A- 



^ 



It^ 



^A 



N 



m I 



"^rr 



d 










Size of Plates. 


















Depth 


Weight 






















of 








Fo?t. 




Thick- 


t 


b 


d 


H 


c 


E 


A 


in 


Channel 


Width. 


ness. 


















and 

Section 

No. 






t' 


















Pounds. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 




15.0 


15 


U 


.24 


7K 


514 


18^4 


6 


414 


434 


IK 




(( 


^^ 


% 


(« 




^% 


u 


it^ 


44 


44 




20.0 


11 




.38 




5% 


18A 

18^^ 




f/s 


44 
44 


¥/« 


10" 


25.0 


u 


1/ 


.53 




6V, 


18A 

18^4 


(( 


414 


44 


1^4 


C33 


(( 


(( 


4 


(( 




54 


(( 


d^ 


44 


4 4^ 




30.0 




\ 


.68 




5K 
5% 


18x% 




ll'" 


44 
44 


\\i 




35.0 


(( 


i 


.82 




(( 


8|i 


(4 


2p 




(( 


(( 


(( 




it 


(4 




20.5 


16 


y^ 


.28 




ill 


i8s 


6% 


4% 


5^4 


1% 




(( 


i( 


Vs 


(( 




(4 


u 


44 






25.0 


(( 


i 


.39 




6% 


rcS^ 


(( 


434 


44 


1% 


12'' 


16 


(k 


(( 




e% 


(( 


U 


44 


44 


C41 


30.0 




.51 






20t% 
2034 




4|^ 


(4 
44 


2 

44 




35.0 


(« 


'i 


.64 




6% 


20fk 


(( 


414 


4( 


2^4 




(( 


(( 


u 




20^4 


(( 


44^ 


(( 


44 




40.0 




1 


.76 




6^1 


iSi 




43^ 


4( 
44 


=^.^4 




33.0 


20 


% 


.40 


10 


7Vh 


25/6 


8^4 


6% 


6^4 


1% 






n 


3Z 


(i 




SV^ 


251^ 


a 


4i 


i\ 






35.0 


u 


.43 




I'X 


25/h 


(4 


6f. 


(( 


\f 




(( 


li 


(( 




Q% 


251^ 


(( 


(» 


15'' 


40.0 


£( 


.52 




TA 


22/^ 


(( 


614 


(( 


2 


C58 


(( 


(£ 


(( 




fi 


25if 


(6 


44* 


(4 


44 




45.0 


U 


.62 




25tV 


(( 


6^4 


44 


2K 




(( 


(C 


'% 


(( 




8^4 


25|# 


(( 


4^* 


(4 


44 




50.0 


(( 


% 


.72 




tX 


25tV 


(( 


6f, 


44 


24 




(( 


(( 


% 


(( 




Q% 


25^# 


(( 


44 


44 




55.0 


u 


vs 


.82 




1% 


25tV 


(( 


5Ji 


44 


•iP 




(( 


(£ 


% 


(( 




s% 


25k 


(( 


44 



210 CAMBRIA STEEL. 


DIMENSIONS MOMENTS OP INERTIA ^ 


> 

— o,. 


AND SECTION MODULI FOR 


n 




r 


PLATE AND CHANNEL 






K 








S£:ri£:s a. 


SSRIEIS B. 






Axis 1-1. 


Axis 2-2. 






i 

Axis 1-1. Axis 2-2. 


Deptli 






^ 








-S 




of 

Channel 

and 


Weight 
per 

Foot. 










-2 




















! 


Section 
Num- 
ber. 




•^ 
3 


1 


Mo- 
ment 


. Section 
1 Mod- 


Mo- 
ment 


Section 
Mod- 






^0- Section 
ment ^od- 


Mo- 
ment 


1 

Section 
Mod- 




Ins. 


E-i 
I. 

^4 


of 
Inertia. 


ulus. 


of 
Inertia. 


ulus. 


Ins. 
9 


In. 


Inertia. ' 

1 


of 
Inertia. 


ulus. 


Lbs. 


Ins.4 


Ins.3 


Ins.* 


Ins.3 


Ins.4 


Ins.3 


Ins.4 


Ins.3 




8.00 


8 


6.5.1 


20.0 


48.4 


12.1 


70.0 


21.5 


69.6 


1 
15.5 








% 


759 


22 9 


53 7 


13.4 


" 


T% 


82 1 


24.8 


77.2 


17.2 


6'' 
C 17 






87 


25 8 


59.0 


14 8 


" 


% 


94.7 


28.1 


84.8 


18.9 






tV 


98 6 


28.7 


64.4 


16.1 


a 


r'fi 


107.8 j 31.4 


92.4 


20.5 






iS 


110 7 


31.6 


69 7 


17.4 


n 


% 


121.3 1 34.6 


100.0 


22.2 








5 


123.1 


34 6 


75.0 


18 8 


it 


ft 


135.3 ; 38 


107.6 


28.9 








136 1 


37.5 


80.4 


20.1 


a 


149.8 41.3 


115.2 


25.6 




10.50 


8 


^A 


69.3 


21.3 


52.5 


13.1 


9 


H 


74 2 


22.8 


76 5 


17.0 








T^ 


80.1 


24.2 


67.8 


14.5 


" 


f. 


86.3 


26.1 


841 


18.7 


6" 
C 17 






«^ 


912 


27.0 


63.1 


15 8 


" 


% 


98.9 


29.3 


91.7 


20.4 






tV 


102 8 


29.9 


68.5 


17.1 


" 


tV 


112 


32 6 


99 3 


22.1 






^^ 


114.9 


32.8 


73.8 


18.5 


u 


% 


125.5 


35.8 


106.9 


23.8 








'«- 


127.3 


35.7 


79.1 


19.8 


<t 


T^^ 


139.5 


39.2 


114.5 


2-5.4 








K 


140.8 


38.7 


84.5 


211 


" 


H 


154.0 


42.5 


1221 


27.1 




13.00 


8 


^^ 


73.7 


22.7 


56.5 


14.1 


9 


% 


78.6 


24.2 


83.4 


18.5 








t4 


84.5 


25.5 


61.9 


15.5 


(( 


j% 


90.7 


27.4 


91.0 


20.2 


6" 
C 17 






^^ 


95.6 


28.3 


67.2 


16.8 


K 


% 


103.3 


30.6 


98.6 


21.9 






'7 

9„ 


107.2 


31.2 


72.5 


18.1 


" 


t'r 


116 4 


33.9 


106.2 


23 6 






119.3 


34.1 


77.9 


19.5 


(( 


Vo 


129.9 


37.1 


113 7 


25.3 








S 


131.7 


37.0 


83.2 


20.8 


(( 


T% 


143.9 


40.4 


121.3 


27.0 








144.7 


39.9 


88.5 


22.1 


(( 


Vs 


158.4 


43.7 


128.9 


28.7 




15.50 


8 


M 


78.1 


24.0 


60.0 


15.0 


9 


% 


83.0 


25.5 


89.5 


19.9 








T% 


88.9 


26 8 


65.4 


16 3 


(( 


T% 


95.1 


28.7 


97.1 


21.6 


6^' 






Vg 


100.0 


29.6 


70.7 


17.7 


(< 


% 


107.7 


31.9 


104.7 


23.3 






t 


111.6 


32.5 


76.0 


19.0 


(< 


/^ 


120.8 


35.1 


112.3 


25.0 


C 17 






4 


123.7 


35 3 


81.4 


20.3 


(« 


u 


134.3 


38.4 


119.9 


26.6 










136.1 


38.2 


86 7 


21.7 


<i 


ft 


148.3 


41.6 


127.4 


28.3 








% 1^9.1 


41.1 


92.0 


23.0 


(( 


162.8 


44 9 


135.0 


30.0 



CAMBRIA STEEL. 



211 



DIMENSIONS, MOMENTS OF INERTIA 

AND SECTION MODULI FOR 

PLATE AND CHANNEL 

COLUMNS. 



W 



^ 







SEIFtISS A. 


SSRIES B. 


Depth 


Weight 
per . 
Foot. 


1 


1 

P4 


Axis 1-1. 


Axis 2-2. 


1 

CL, 


1 


Axis 1-1. 


Axis 2-2. 


o^f 
Channel 


Mo- 


Section 


Mo- 


Section 


Mo- 


Section 


Mo- 


Section 


and 


■s 


§ 


ment 


Mod- 


ment 


Mod- 


■s 


J=! 


ment 


Mod- 


ment 


Mod- 


Section 




:S 


o 


of 


ulus. 


of 


ulus. 


•^ 




of 


ulus. 


of 


ulus. 


Num- 




^ 


•rH 

E-i 

In. 


Inertia. 




Inertia. 




■^ 


s 


Inertia. 




Inertia. 




ber, 


Lbs. 


Ins. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Ins. 


In. 

¥ 


Ins.4 


Ins.3 


Ins.4 


Ins.3 




9.75 


9 


M 


101.4 


27.0 


70.6 


15.7 


11 


114.5 


30.5 


130.9 


23.8 




(( 


*' 


A 


117.4 


30.8 


78.1 


17.4 


(t 




134.2 


35.2 


144.7 


26.3 




it 


ft 


^ 


134.1 


34.6 


85.8 


19.1 


<( 


/^ 


154.5 


39.9 


158.6 


28.8 


C 21 


(< 


<i 


f^ 


151.3 


88.4 


93.4 


20.8 


it 


•^^ 


175.5 


44.6 


172.5 


31.4 


(( 


<« 


^ 


169.0 


42.2 


101.0 


22.4 


<( 


/^ 


197.1 


49.3 


186.3 


33.9 


(( 


(( 




187.2 


46.1 


108.5 


24.1 


a 


» 


219.5 


54.0 


200.2 


36.4 




li 


ti 


/^ 


206.2 


50.0 


116.1 


25.8 


tt 


% 


242.5 


58.8 


214.1 


38.9 




" 


tt 


ti 


225.6 


53.9 


123.8 


27.5 


a 


H 


266.3 


63.6 


227.9 


41.4 




<< 


ti 


% 


245.5 


57.8 


131.3 


29.2 


a 


% 


290.7 


68.4 


241.8 


44.0 




12.25 


9 


¥ 


107.6 


28.7 


76.3 


17.0 


11 


% 


120.7 


32.2 


144.0 


26.2 




" 


(( 




123.6 


32.4 


83.9 


18.6 


it 


T% 


140.4 


36.8 


157.9 


28.7 




ii 


<( 


% 


140.3 


36.2 


91.5 


20.3 


tt 


% 


160.7 


41.5 


171.8 


31.2 


C 21 


" 


(( 


/s 


157.5 


40.0 


99.1 


22.0 


i( 


T% 


181.7 


46.1 


185.6 


83.8 


it 


(< 


¥ 


175,2 


43.8 


106.7 


23.7 


a 


y2 


203.3 


50,8 


199.5 


36.3 


(( 


^( 


/^ 


193.4 


47.6 


114.3 


25.4 


a 


j% 


225.7 


55.6 


213.4 


38.8 




(( 


u 


212.4 


51.5 


121.9 


27.1 


n 


% 


248.7 


60.3 


227.2 


41.3 




It 


(( 


w 


231.8 


55.4 


129.5 


28.8 


it 


% 


272.5 


65.1 


241.1 


43.8 




" 


ti 


% 


251.7 


59.2 


137.1 


30.5 


tt 


296.9 


69.9 


255.0 


46.4 




14.75 


9 


K 


113.6 


30.3 


81.5 


18.1 


11 


% 


126.7 


83.8 


156.3 


28.4 




(( 


<« 


t^^ 


129.6 


34.0 


89.1 


19.8 


it 


i 


146.4 


38.4 


170.1 


30.9 




(( 


i( 


¥ 


146.3 


37.7 


96.7 


21.5 


it 


166.7 


43.0 


184.0 


33.5 


C 21 


<< 


it 




163.5 


41.5 


104.3 


23.2 


a 




187,7 


47.7 


197.8 


36.0 


(( 


ti 


M 


181.2 


45.3 


111.9 


24.9 


a 


209.3 


52.3 


211.7 


38.5 


( ( 


ti 


TH 


199.4 


49.1 


119.5 


26.5 


it 


T% 


231,7 


67.0 


225.6 


41.0 




(( 


ti 


% 


218.4 


53.0 


127.1 


28.2 


ti 


/^ 


254.7 


61.8 


239.4 


43.5 




(< 


ti 


1 


237.8 


56.8 


134.7 


29.9 


t( 


1 


278.5 


66.5 


253.3 


46.1 




a 


a 


257.7 


60.6 


142.3 


31.6 


a 


302.9 


71.3 


267.2 


48.6 




17.25 


9 


¥ 


119.6 


31.9 


85.9 


19.1 


11 


u 


132.7 


35.4 


167.1 


30.4 




u 


<( 




135.6 


35.6 


93.4 


20.8 


It 


i 


152.4 


40.0 


181.0 


32.9 




<( 


it 


% 


152.3 


39.3 


101.1 


22.5 


a 


172.7 


44.6 


194.9 


35.4 


7" 
C 21 


«( 


it 


1 


169.5 


43.1 


108.7 


24.2 


a 


/2 


193.7 


49.2 


208.7 


38.0 


(( 


a 


187.2 


46.8 


116.2 


25.8 


ti 


215.3 


53.8 


222.6 


40.5 


(( 


ti 




205.4 


50.6 


123.8 


27.5 


tt 


T% 


237.7 


58.5 


236.5 


43.0 




(< 


It 


/^ 


224.4 


54.4 


131.4 


29.2 


it 


% 


260.7 


63.2 


250.3 


45.5 




<; 


tt 


H 


243.8 


58.2 


139.1 


30.9 


tt 


H 


284.5 


67.9 


264.2 


48.0 




it 


a 


^4 


263.7 


62.1 


146.6 


32.6 


ti 


% 


308.9 


72.7 


278.1 


50.6 




19.75 


9 


^ 


125.6 


33.5 


90.3 


20.1 


11 


% 


138.7 


37.0 


178.2 


32.4 ' 




<( 


it 


T% 


141.6 


37.1 


97.9 


21.8 


(( 


i 


158.4 


41.5 


192.0 


34.9 




<( 


it 


% 


158.3 


40.8 


105.5 


23.4 


<( 


178.7 


46.1 


205.9 


37.4 


C 21 


<< 


a 


i 


175.5 


44.6 


113.1 


25.1 


<( 




199.7 


50.7 


219.7 


40.0 


(< 


it 


193.2 


48.3 


120.7 


26.8 


it 


221.3 


55.3 


233.6 


42.5 


<« 


ti 




211.4 


52.0 


128.3 


28.5 


ti 


/8 


243.7 


60.0 


247.5 


45.0 




fi 


ti 


230.4 


55.9 


135.9 


30 2 


it 


266.7 


64.7 


261.3 


47.5 




i( 


tt 


?^ 


249.8 


59.7 


143.5 


31.9 " 1 


\l 


290.5 


69.4 275.2 1 


50.0 




«( 


it 


269.7 


63.5 


151.1 


33.6 


it > 


% 


314.9 


74.1 


289.11 


52.6 



212 



CAMBRIA STEEL. 



DIMENSIONS, MOMENTS OF INERTIA 

AND SECTION MODULI FOR 

PLATE AND CHANNEL 

COLUMNS. 



-Cl. 






-^=1-. 


n 






r 


1^ 






^ 


*-^ 






-cr* 







s£:ri£:s a. 


s£:rze:s b. 


Depth 


-I 


1 


Axis 1-1. 


Axis 2-2. 


1 


1 


1 Axis 1-1. 


Axis 2-2. 


of 
Channel 


Weight 
Foot. 


=5 


o^ 


Mo- 


Section 


Mo- 


Section 




^ 


Mo- 


Section 


Mo- 


Section 


and 


a 


« 


'. ment 


Mod- 


ment 


Mod- 


:3 


§ 


ment 


Mod- 


ment 


Mod- 


Section 
Num- 




-^ 
S 




i of 
Inertia. 


ulus. 


of 
Inertia. 


ulus. 




1 


of 
Inertia. 


ulus. 


of 
Inertia. 


ulus. 


ber. 


Lbs. 


Ins. 


In. 
¥ 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Ins. 


I. 


Ins.4 


Ins.3 


TnR4 


Ins.3 




11.25 


10 


149.7 


35.2 


104.0 


20.8 


12 


% 


166.7 


39.2 


181.1 


30.2 




a 


(( 




172.6 


40.0 


114.4 


22.9 


n 


n 


194.2 


45.0 


199.1 


33.2 




(< 


u 


% 


196.2 


44.9 


124.9 


25.0 


ii 


222.5 


50.9 


217.1 


36.2 


8'' 
C 25 


i( 


(( 


TS 


220.5 


49.7 


135.3 


27.1 


n 


i 


251.7 


56.7 


235.1 


39.2 


" 


(( 


>^ 


245.4 


54.5 


145.7 


29.1 


a 


281.6 


62.6 


253.1 


42.2 


(( 


(( 


f' 


271.1 


59.4 


156.1 


31.2 


n 


T% 


312.4 


68.5 


271.1 


45.2 






<i 


^ 


297.5 


64.3 


166.5 


33.3 


a 


% 


344.1 


74.4 


289.1 


48.2 




" 


(( 


H 


824.6 


69.2 


176.9 


35.4 


<( 


H 


376.6 


80.3 


307.1 


51.2 




a 


" 


% 


352.4 


74.2 


187.4 


37.5 


" 


% 


410.0 


86.3 


325.1 


54.2 




13.75 


10 


¥ 


157.1 


37.0 


111.6 


22.3 


12 3^ 


174.1 


41.0 


196.4 


32.7 




K 


a 




180.0 


41.7 


122.0 


24.4 




201.6 


46.8 


214.4 


35.7 




(( 


n 


% 


203.6 


46.5 


132.4 


26.5 


" % 


229.9 


52.6 


232.4 


38.7 


8" 
C 25 


" 


n 


ju 


227.9 


51.4 


142.8 


28.6 


n 


tV 


259.1 


58.4 


250.4 


41.7 


li 


It 


/2 


252.8 


56.2 


153.2 


30.6 


n 


K 


289.0 


64.2 


268.4 


44.7 


*' 


n 


1% 


278.5 


61.0 


163.6 


32.7 


(( 


T% 


319.8 


70.1 


286.4 


47.7 




(< 


(( 


^;^ 


304.9 


65.9 


174.1 


34.8 


(( 


II 


351.5 


76 


304.4 


50.7 




" 


(( 


II 


332.0 


70.8 


184.5 


36 9 


(( 


384.0 


81.9 


322.4 


53.7 




H 


a 


359.8 


75.8 


194.9 


39.0 


(( 


417.4 


87.9 


340.4 


56.7 




16 25 


10 


^ 


164.9 


38.8 


119.4 


23.9 


12 


% 


181.9 


42.8 


212.5 


35.4 




" 


1( 


4 


187.8 


43.6 


129.8 


26.0 


" 


i 


209.4 


48.6 


230.5 


38.4 




•< 


u 


% 


211.4 


48.3 


140.2 


28.0 


(( 


237.7 


54.3 


248.5 


41.4 


C 25 


(1 


(( 


/s 


235.7 


53.1 


150.6 


30 1 


•' 




266.9 


60.1 


266.5 


44.4 


*' 


u 


3^ 


260.6 


57.9 


161.0 


32.2 


(( 


1// 


296.8 


66.0 


284.5 


47.4 


u 


i( 


T^B 


286.3 


62.8 


171.5 


34.3 


a 


/8 


327.6 


71.8 


302.5 


50.4 




u 


M 


Vs 


312.7 


67.6 


181.9 


36.4 


a 


359.3 


77.7 


320.5 


53.4 




u 


(( 


H 


339.8 


72.5 


192.3 


38.5 


<( 




391.8 


83.6 


338 5 


56.4 




u 


** 


% 


367.6 


77.4 


202.7 


40.5 


u 


% 


425.2 


89.5 


356.5 


59 4 




18.75 


10 


M 


172 7 


40.6 


126.3 


25.3 


12 


H 


189.7 


44.6 


227.3 


37.9 




(( 


" 


x^e 


195.6 


45.4 


136.7 


27.4 


" 


A 


217.2 


50.4 


245.3 


40.9 




(( 


it 


Vs 


219.2 


50.1 


147.2 


29.4 


(( 


Vs 


245.5 


56.1 


263.3 


43.9 


8" 
C 25 


(( 


«' 




243.5 


54.9 


157.6 


31.5 


" 


4 


274.7 


61.9 


281.3 


46.9 


" 


«( 


268.4 


59.7 


168.0 


33.6 


a 


Yi 


304.6 


67.7 


299.3 


49.9 


(( 


u 


tI 


294.1 


64.5 


178.4 


35.7 


n 


.% 


335.4 


73.5 


317.3 


52.9 




" 


" 


^^ 


320.5 


69.3 


188.8 


37.8 


" M 


367.1 


79.4 


335.3 


55.9 




(< 


" 


H 


347.6 


74 2 


199.2 


39 9 


::||| 


399.6 


85.2 


353.3 


58.9 




(( 


" 


% 


375.4 


79.0 


209.7 


41.9 


433.0 


91.2 


371.3 


61.9 




21.25 


10 


^ 


180.7 


42.5 


133.0 


26.6 


12 Kj 


197.7 


46.5 


2417 


40.3 




(( 


t( 


1 


203.6 


47.2 


143.4 


28.7 


225.2 


52.2 


259.7 


43.3 




<* 


(< 


227.2 


51.9 


153.8 


30.8 


" Vs 


253.5 


58.0 


277.7 


46.3 


8" 
C 25 


<( 


•» 


/^ 


251.5 


56.7 


164.2 


32.8 


'' S^ 


282.7 


63.7 


295.7 


49.3 


" 


u 


276.4 


61.4 


174.6 


34 9 


" V2 


312.6 


69.5 


313.7 


52.3 


<« 


(< 


u 


302.1 


66.2 


ia5.o 


37.0 


" hV 


343.4 


75.3 


331.7 


55.3 




ti 


" 


328.5 


71.0 


195.5 


39.1 


'' %' 


3751 


81.1 


349.7 


58.3 




i< 


<» 


i 


355.6 


75.9 


205.9 


41.2 


" \\h 


407.6 


87.0 


367.7 


613 




'* 


•' 


383.4 


80.7 


216.3 


43.3 


*'i 


^. 


441.0 


92.8 


385.7 


64.3 



DIMENSIONS, MOMENTS OF INERTIA 

AND SECTION MODULI FOR 

PLATE AND CHANNEL 

COLUMNS. 



. f^ 




) 


-J^ 


•^ 






r 

■1 


.^ 






ki 


•-cr 






-Ty> 









SIBRIEIS /k 


- 




&ETIXES B 


• 








Aiis 1-1. 


Axis 2-2. 






Axis 1 1. 


Axis 2-2. 


Depth 






< 










« 






of 


Weight 




o3 










^ 
















Channel 


per 


•^ 












^ 


Ph 










and 
Section 
Num- 
ber. 


Foot. 




O 

i 

a 


Mo- 
ment 
of 
Inertia. 


Section 
Mod- 
ulus. 


Mo- 
ment 
of 
Inertia. 


Section 
Mod- 
ulus. 




O 

o 


Mo- 
ment 
of 
Inertia. 


Section 
Mod- 
ulus. 


Mo- 
ment 

of 
Inertia. 


Section 
Mod- 
ulus. 




Lbs. 


Ins. 


In. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Ins. 


In. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 




13 25 


11 


^4 


212.3 


44.7 


147.9 


26.9 


13 


233.7 


49.2 


244.3 


37.6 




a 




T^ 


243.8 


50.7 


161.8 


29.4 


a 


,i 


270.8 


56.3 


267.2 


41.1 




" 


u 


% 


276.0 


56.6 


175.6 


31.9 


" 


% 


308.9 


63.4 


290.1 


44.6 


9'' 


a 


" 


tV 


309.0 


62.6 


189.4 


34 4 


(( 


t 


348.1 


70 5 


313.0 


48.2 


C 29 


" 


t( 


V. 


343.0 


68.6 


203.3 


37.0 


n 


388.2 


77.6 


335.9 


51.7 




" 


" 


flT 


377.9 


74.7 


217.3 


39 5 


4( 


9 

Tb 


429.3 


84.8 


358.8 


55.2 




" 


t( 


^/^ 


413.5 


80.7 


231.1 


42.0 


«( 


% 


471.5 


92 


381.6 


58.7 




«( 


u 


% 


449.9 


86.7 


244 9 


44.5 


a 


H 


514.7 


99.2 


404.5 


62.2 




(( 


u 


487.5 


92.9 


258.8 


47.1 


u 


% 


558.9 


106.5 


427.4 


65.8 




15.00 


11 


% 


219.5 


46.2 


155.4 


28.3 


13 


y^ 


240.9 


50 7 


258.5 


39.8 




n 


" 




251.0 


52.2 


169.3 


30.8 


u 


^\ 


278.0 


57.8 


281.4 


43.3 




(( 


u 


% 


283.2 


58.1 


183.1 


33.3 


<' 


% 


316.1 


64.9 


304.3 


46.8 


9'' 
C 29 


(( 


u 


t 


316.2 


64.0 


197.0 


35.8 


(( 


h 


355,3 


720 


327.2 


50.3 


«' 


(( 


350.2 


70.0 


210.9 


38.3 


" 


%, 


395.4 


79.1 


350.1 


53.9 


n 


u 


h 


385.1 


76.1 


224.8 


40.9 


(( 


j% 


436.5 


86.2 


373.0 


57.4 




n 


" 


% 


420.7 


82.1 


238.6 


43.4 


n 


% 


478.7 


93.4 


395.8 


60.9 




(( 


(( 




457.1 


88.1 


252.4 


45.9 


" 


\k 


521.9 


100.6 


418 7 


64.4 






(( 


494.7 


94.2 


266.3 


48.4 


(( 


% 


566.1 


107.8 


441.6 


67.9 




20.00 


11 


% 


239.3 


50.4 


175.6 


31.9 


13 


Vat 


260.7 


54.9 


297.0 


45.7 




" 


'* 


T% 


270.8 


56.3 


189.5 


34.5 


" 


ft 


297.8 


61.9 


319.9 


49 2 




(( 


<( 


% 


303.0 


62.2 


203.3 


37.0 


a 


335.9 


68.9 


342.8 


52.7 


9" 


(I 


a 


iz 


336.0 


68.0 


217.1 


39.5 


ii 


^% 


375.1 


76 


865.7 


563 


C 29 


a 


" 


370.0 


74.0 


231.0 


42.0 


11 


K 


415.2 


83.0 


388.6 


59.8 




(( 


(( 


y% 


404.9 


80.0 


244.9 


44.5 


a 




456.3 


90.1 


411.5 


63.3 




u 


" 


% 


440.5 


86.0 


258.8 


47 1 


" 


%, 


498.5 


97 3 


434.3 


66.8 




(( 


" 


11 


476.9 


91.9 


272.6 


49.6 


<' 


Ya 


541.7 


104 4 1 457.2 


70.3 




" 


" 


514.5 


98.0 


286.5 


52.1 


" 


585.9 


111.6 


480.1 


73.9 




25.00 


11 


M 


259.1 


54.5 


194.6 


35.4 


13 


% 


280.5 


59.1 


333.9 


51.4 




(( 


4* 


tV 


290.6 


60.4 


208.5 


37.9 


u 




317 6 


66.0 


356.8 


54.9 




(( 


U 


% 


322.8 


66 2 


222.3 


40 4 


u 


y^ 


355.7 


73.0 


379.7 


58.4 


9^' 
C 29 


<( 


(( 


T« 


355.8 


72.1 


236.1 


42.9 


(( 


iz 


394.9 


80.0 


402 5 


61.9 


n 


U 


"Vq 


389.8 


78.0 


250.1 


45.5 


(( 


435.0 


87.0 


425.4 


65.5 


a 


U 


_9- 


424.7 


83.9 


264.0 


48.0 


" 


ft 


476.1 


94.1 


448.3 


69.0 




" 


'< 


5// 


460.3 


89.8 


277.8 


50.5 


a 


518.3 


101.1 


4712 


72.5 




u 


u 


II 


496.7 


95.8 


291.6 


53.0 


a 


\h 


561.5 


108.2 


494.1 


76 




(( 


" 


1 534.3 


101.8 


305.5 


55.6 


a 


% 


605.7 


115.4 


517.0 


79.5 



214 CAMBRIA STEEL. 


DIMENSIONS, MOMENTS 
AND SECTION MODT 
PLATE AND CHA 
COLUMNS. 




r>> , 


KJJj xxN Jlixv J. ±J:\ 

JLI FOR 

NNEL 


n 




r^ 


r^ 




^ 


« 




— ^ 


Depth 
of 


Weight 


SERIEZS A 


- 


se:rie:s b 


a 


1 


1 


Axis 1-1. 


Axis 2-2. 


1 

P^ 


1 


Axis 1-1. 1 


Axis 2-2. 1 


















Channel 


per 


'o 




Mo- 


Section 


Mo- 


Section 






Mo- 


Section 


Mo- 


Section 


and 


Foot. 


:g 


§ 


ment 


Mod- 


ment 


Mod- 


rS 


1 ! ment 


Mod- 


ment 


Mod- 


Section 




•7^ 




of 


ulus. 


of 


ulus. 


TS 


s't t 


ulus. 


of 


ulus. 


Num- 
ber. 




■^ 


^ 


Inertia. 




Inertia. 




■^ 


^ Inertia. 




Inertia. 




Lbs. 


Ins. 


In. 


InM 


Ins. 3 


Ins.4 


Ins.3 


Ins. 


In. 


Ins.4 


Ins.3 


Ins.4 


IllS.3 




15.0 


12 


¥ 


291.4 


55.5 


195.4 


82.6 


15 


M 


330.8 


63.0 


381.8 


50.9 




u 






333.3 


627 


213.4 


35.6 


u 


ft 


383 3 


72 1 


417.0 


55.6 




a 




% 


376.1 


70.0 


231.4 


38.6 


" 


%\ 436.7 


81.2 


452.1 


60.3 


10'' 
C 33 


n 




t\ 


419.9 


77.2 


249.4 


41.6 


" 


T^ 491.6 


90.4 


487.3 


65 


a 




Vi 


464.8 


84.5 


267.4 


44.6 


f ( 


y^\ 547.6 


99.6 


522.4 


69.7 


«' 




i} 


510.7 


91.8 


285.4 


47.6 


n 


T% 605.1 


108.8 


557.6 


74.3 




a 




557.6 


99.1 


303.4 


50.6 


u 


%\ 663.6 


118.0 


592.7 


79.0 




" 






605.6 


106.5 


321.4 


53.6 


" 


U, 723.7 
%\ 784.9 


127.3 


627.9 


83.7 




(i 




654.7 


113.9 


339.4 


56.6 


" 


136.5 


663.1 


88.4 




20.0 


12 


% 


315.0 


60.0 


220.1 


36 7 


15 


"4 


354.4 


67.5 


438.0 


58.4 




" 




T% 


356.9 


67.2 


238 1 


39.7 


" 


A 


406.9 


76.6 


473.1 


63.1 




" 




% 


399.7 


74.4 


256.1 


42.7 


" 


% 


460.3 


85.6 


508 3 


67.8 


10" 
C 33 


" 




tV 


443.5 


81.6 


274 1 


45.7 


ii 


T% 


515.2 


94.8 


543.4 


72.5 


(( 




¥ 


488.4 


88.8 


292.1 


48.7 


" 


K\ 571.2 


103.9 


578.6 


77.2 


(( 






534.3 


96.1 


310.1 


51.7 


" 


T^el 628.7 


113.0 


613.8 


81.8 




it 




% 


581.2 


103.3 


328.1 


54.7 


" 


% 687.2 


122.2 


648.9 


86.5 




" 




1 


629.2 


110.6 


346.1 


57.7 


" 


H 747.3 


131.4 


684.1 


91.2 




(( 




678.3 


118 


364.1 


60.7 


(( 


% 808.5 


140.6 


719.2 


95.9 




25 


12 


% 


339.6 


64.7 


242.8 


40.5 


15 


34 379.0 


72.2 


491.8 


65.6 




" 




1% 


381.5 


71.8 


260.8 


43.5 


" 


T^6 431.5 
% 484.9 


81.2 


526.9 


70.3 




" 




Vs 


424.3 


78.9 


278.8 


46.5 


(( 


90.2 


562.1 


75.0 


10" 
C 33 


a 




T% 


468.1 


86.1 


296.8 


49.5 


" 


/^ 


539.8 


99.3 


597.3 


79.6 


n 




'A 


513.0 


93.3 


314.8 


52.5 


a 


¥ 


595.8 


108.3 


632.4 


84.3 


(( 




T% 


558.9 


100.5 


332.8 


55.5 


ii 




653.3 


117.4 


667.6 


89.0 




a 




% 


605.8 


107.7 


350.8 


58.5 


" 


fl 


711.8 


126.5 


702.7 


93.7 




n 




k 


653.8 


115.0 


368.8 


61.5 


(( 




771.9 


135.7 


737.9 


98.4 




" 




702.9 


122.2 


386.8 


&4.5 


" 


% 


833.1 


144.9 


773.0 


103.1 




30.0 


12 


% 


364.0 


69.3 


262.9 


43.8 


15 


H 


403.4 


76.8 


541.6 


72.2 




" 




-A 


405.9 


76.4 


280.9 


46.8 




A 


455.9 


8-5.8 


576.8 


76.9 




n 




% 


448.7 


83.5 


298.9 


49.8 


ii 


% 


509.3 


94.8 


611.9 


81.6 


10" 
C 33 


" 




7 


492.5 


90.6 


316.9 


52.8 


" 


T% 


564.2 


103.8 


647.1 


86.3 


" 




'A 


537.4 


97.7 


334.9 


55.8 


ii 


A 


620.2 


112.8 


682.2 


91.0 


u 




j% 


583.3 


104.9 


352.9 


58.8 


" 


jV 677.7 
%: 736.2 


121.8 


717.4 


95.7 




" 




Vs 


630.2 


112.0 


370.9 


61.8 


" 


130.9 


752.5 


100.3 




(( 




% 


678.2 


119.3 


388.9 


64.8 


" 


m 7963 


140.0 


787.7 


105.0 




11 




727.3 


126.5 


406.9 


67.8 


" 


% 857.5 


149.1 


822.9 


109.7 




35.0 


12 


% 


388.6 


74.0 


281.7 


46.9 


15 


% 428.0 


81.5 


589.2 


78.6 




" 




t 


430.5 


81.0 


299.7 


49.9 


" 


^% 480 5 


90.4 


624.4 


83 3 




" 




% 


473.3 


88.1 


317.7 


52.9 


*' 


% 533 9 


99.3 


659.5 


87.9 


10" 
C 33 


(1 




t 


517.1 


95.1 


335.7 


55.9 


" 


^\ 588.8 


108.3 


694.7 


92.6 


" 




562.0 


102.2 


353.7 


58.9 


<( 


A 644.8 


117.2 


729.8 


97.3 


»« 




T^. 


607.9 


109.3 


371.7 


61.9 


<( 


T%j 702.3 


126.3 


765.0 


102.0 




«i 




% 


654.8 


116.4 


389.7 


64.9 


'< 


%\ 760.8 


135.3 


800.2 


1067 




<» 




11 


702.8 


123.6 


407.7 


67.9 


n 


W 820.9 


144 3 


835.3 


111.4 








% 


751.9 


130.8 


425.7 


70.9 


(i 


%\ 882.1 


153.4 


870.5 1 


116.1 



CAMBRIA STEEL. 


215 


TiTTv/TTmsjQTr^'Nrci "i\/rrMvynT''Kr'T'Q OTP TT<rTn"RnnT a -^ 




JLFXi.V±ili±N OXV^XN O) lVJ.\^lVJ.ili±N X O KJS^ XiN JliX\i X Xxl 


■^^m 


~— 




AND SECTION MODULI FOR 








r 

1 


PLATE AND CHANNEL 


^ 




^ 


COLUMNS. 


o 


Depth 

of 
Channel 


Weight 
Foot. 


S£:rx£:s a.. 


SSRISS S. 1 


1 ^* 


Axis 1-1. 


Aiis 2-2. 


1" 

"3 


1 


Aiis 1-1. 


Axis 2-2. 1 


o 


Ah 


Mo- 


Section 


Mo- 


Section 


Mo- 


Section 


Mo- 


Section 


and 


■^ 


§ 


ment 


Mod- 


ment 


Mod- 


r£3 


1 


ment 


Mod- 


ment 


Mod- 


Section 




rS 


-^ 


of 


ulus. 


of 


ulus. 


rs 


M 


of 


ulus. 


of 


ulus. 


Num- 
ber. 




^ S 


Inertia. 




Inertia. 




^ 




Inertia. 




Inertia. 




Lbs. 


Ins. In. 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Ins. 


In. 
¥ 


Ins.4 


Ins.3 


Ins.4 


Ins.3 




20.5 


14 


M 


518.9 


83.0 


371.3 


53.0 


16 


556.4 


89.0 


549.3 


68.7 




(( 


<> 


ft 


587.9 


93.1 


399.9 


57.1 


*' 




635.3 


100.6 


592.0 


74.0 




<< 


(( 


658.3 


103.3 


428.4 


61.2 


« 


3Z 


715.8 


112.3 


634 6 


79.3 




(( 


<( 


1^^ 


730.1 


113.4 


457.0 


65.3 


(< 


■^■^ 


797.8 


123.9 


677.3 


84.7 


12'' 


" 


u 


>^ 


803 4 


123.6 


485.6 


69.4 


a 


tz 


881.5 


135.6 


720.0 


90.0 


C 41 


(( 


u 


ft 


878.0 


133.8 


514.2 


73.5 


i( 


TS 


966.9 


147.3 


762.6 


95.3 




" 


(( 


^ 


954.1 


144.0 


542.8 


77.5 


tt 


% 


1053.8 


159.1 


805 3 


100.7 




(( 


f< 


ti- 


1031.6 


154.3 


571.4 


81.6 


<( 


H 


1142.4 


170.8 


848.0 


106.0 




u 


<( 


% 


1110.6 


164.5 


599.9 


85.7 


<( 


% 


1232.7 


182.6 


890.6 


111.3 




25 


14 


M 


550.7 


88.1 


409 9 


58.6 


16 


M 


588.2 


94.1 


610.8 


76.4 




•' 


(< 


ft 


619.7 


98.2 


438.5 


62.7 


'* 


i 


667.1 


105.7 


653.4 


81.7 




(( 


<( 


y^ 


690.1 


108.3 


467.1 


66.7 


(< 


747.6 


117.3 


696.1 


87.0 


12" 
C 41 




t( 


1% 


761.9 


118.4 


495.7 


70.8 


<( 




829.6 


128.9 


738.8 


92.4 


u 


(( 


"4 


835.2 


128.5 


524.3 


74.9 


(< 


913.3 


140.5 


7814 


97.7 


«( 


(( 


A 


909.8 


138.6 


552.9 


79.0 


(< 


T% 


998.7 


152.2 


824.1 


103.0 




<( 


u 


5/ 


985.9 


148.8 


581.4 


83.1 


<( 


^ 


1085.6 


163.9 


866.8 


108.4 




<( 


(i 


H 


1063.4 


159.0 


610.0 


87.2 


<( 


\:\. 


1174.2 


175.6 


909.4 


113.7 




u 


^( 


^ 


1142.4 


169.3 


638.6 


91.2 


(( 


% 


1264.5 


187.3 


952.1 


119.0 




30.0 


14 


¥ 


585.9 


93.7 


450.2 


64.3 


16 


¥ 


623.4 


99.7 


675.7 


84.5 




(( 


<( 




654.9 


103.7 


478.8 


68.4 


" 




702.3 


111.3 


718 3 


89 8 




(( 


ii 


/^ 


725.3 


113.8 


507.3 


72.5 


it 


/^ 


782 8 


122.8 


761.0 


95.1 


12" 
C 41 


i( 


i( 


A 


797.1 


123.8 


535.9 


76.6 


a 


/? 


864 8 


134 3 


803.7 


100.5 


i( 


<< 


H 


870.4 


133.9 


564.5 


80.6 


" 


¥ 


948.5 


145.9 


846.3 


105.8 


(( 


<( 


T% 


945.0 


144.0 


593.1 


84.7 


if 




1033.9 


157.5 


889.0 


111.1 




u 


<« 


% 


1021.1 


154.1 


621.7 


88.8 


a 


% 


1120.8 


169.2 


931.6 


116.5 




«' 


u 


It 


1098.6 


164.3 


650.3 


92.9 


<< 


li 


1209.4 


180.9 


974.3 


121.8 




u 


(( 


1177.6 


174.5 


678.8 


97 


(i 


1299.7 


192.6 


1017.0 


127.1 




35.0 


14 


34 


621.3 


99.4 


484.9 


69.3 


16 


¥ 


658.8 


105 4 


733.6 


91.7 




(( 


" 


1% 


690.3 


109.4 


513.4 


73.4 


(( 


/^ 


737.7 


116.9 


776.3 


97.0 




u 


li 


^ 


760.7 


319.3 


542.0 


77.4 


u 


818 2 


1283 


818.9 


102.4 


12" 
C 41 


(( 


u 


s 


832.5 


129.3 


570.6 


81.5 


(( 


7 


900.2 


139.8 


861.6 


107.7 


" 


(( 


905 8 


139.4 


599,2 


85.6 


(( 


4 


983.9 


151.4 


904.3 


]13 


«< 


<< 


s 


980.4 


149.4 


627.8 


89.7 


<i 




1069 3 


162,9 


946.9 


118.4 




li 


'< 


1056.5 


159.5 


656.4 


93.8 


»' 


7» 


1156.2 


174.5 


989.6 


123.7 




!.<, 


i« 


H 


1134.0 


169.6 


684.9 


97.9 


(t 




1244.8 


186.1 


1032.3 


129.0 




*' 


" 


% 


1213.0 


179.7 


713.5 


101.9 


ii 


% 


1335.1 


197.8 


1074.9 


134.4 




40.0 


14 


¥ 


656.5 


105.0 


520.1 


74.3 


16 


¥ 


694.0 


111.0 


792.1 


99.0 




" 


" 




725.5 


114.9 


548.7 


78.4 


" 




772.9 


122.4 


834.8 


1043 




" 


" 


/^ 


795.9 


124.9 


577.2 


82.5 


<( 


853.4 


133.9 


877.4 


109.7 


12" 
C 41. 


(( 


<( 


T% 


867.7 


134.8 


605.8 


86.6 


a 


/2 


935.4 


145.3 


920.1 


115.0 


" 


u 


>l 


941.0 


144.8 


634.4 


90.6 


" 


1019.1 


156.8 


962.8 


120.3 


(( 


<< 


1% 


1015.6 


154.8 


663.0 


94.7 


a 


1 


1104.5 


168.3 


1005.4 


125.7 




u 


(( 


% 


1091.7 


164.8 


691.6 


98.8 


" 


1191.4 


179.8 


1048.1 


131.0 




(i 


ii- 


H 


1169.2 


174.8 


720.2 


102.9 


<( 


H 


1280.0 


191.4 


1090.8 


136.3 


1 " 1 " 


i^ 


1248.2' 184.9 


748.7 


107.0 '''% 


1370.31 203.0 


1133.4 


141.7 



1 ■" 

216 CAMBRIA STEEL. 


DIMENSIONS, MOMENTS OF INERTIA 


2 


— ^ 


'^1' 1 


'r 


AND SECTION MODULI FOR 








PLATE AND CHA.NNEL 


^ 








.r^l 


K 


COLUMNS. 


5 


GT* 


Depth 




s]e:rie:s a. 


S]£RI£:S B. 1 




r5 


Alls 1-1. 


Axis 2-2. 






Axis 1-1. 


Axis 2-2. 1 


















of 
Channel 

and 
Section 

Num- 


Weight 
Foot 






Mo- 
ment 

of 
Inertia. 


Section 
Mod- 
ulus. 


Mo- 
ment 
of 
Inertia. 


Section 
Mod- 
ulus. 


1 


Pi 

o 
so 


Mo- 
ment 
of 
Inertia. 


Section 
Mod- 
ulus. 


Mo- 
ment 
of 
Inertia 


Section 
Mod- 
ulus. 


ber. 




^ 


lu. 










■^ 


1 

In. 








Ins.3 


Lbs. 


Ins. 
17 


Ins.4 


Ins.3 


Ins.4 


Ins.3 


Ins. 


Ins.4 


Ins.3 


Ins.4 




33.0 


1378.9 


175.1 


953.4 


112.2 


20 


% 


1511.8 


192 


1525.9 


152.6 






" 


i 


1512.0 


190.5 


1004.7 


118.2 


(( 


^ 


1668.1 


210.2 


1609.2 


160.9 


15" 
C 53 




u 


1646.6 


205 8 


1055.7 


124.2 


" 


% 


1826.9 


228 4 


1692.5 


169.3 




(( 




1788.4 


2212 


1106.8 


130.2 


(( 




1988.1 


246.6 


1775.9 


177.6 




(« 


/^ 


1922.9 


236.7 


1158.1 


136.2 


" 


% 


2151.9 


264.9 


1859.2 


185.9 






(( 


% 


2064.6 


252.2 


1209.4 


142.3 


a 


II 


2318.2 


283.1 


1942.5 


194.3 






a 


2207.8 


267.6 


1260.4 


148.3 


" 


2487.1 


301.5 


2025.9 


202.6 




35.0 


17 


Vs 


1393.5 


177.0 


971.7 


114.3 


20 


% 


1526.4 


193.8 


1557.3 


155.7 






" 


■k 


1526.6 


192.3 


1023.0 


120.4 


't 


/e 


1682.7 


212.0 


1640.7 


164.1 


15" 
C 53 




u 


1661.2 


207.7 


1074.1 


126.4 


a 


/i 


1841.5 


230.2 


1724.0 


172.4 




" 


h 


1798.0 


223.0 


1125.1 


132.4 


" 


A 


2002.7 


248.4 


1807.3 


180.7 




n 


Vs 


1937.5 


238.5 


1176.4 


138.4 


(( 


78 


2166.5 


266.6 


1890.7 


189.1 






n 


1 


2079.2 


254.0 


1227.7 


144.4 


(( 


H 


2332.8 


284.9 


1974.0 


197.4 






u 


?,?,22.4 


269.4 


1278.8 


150.4 


(( 


% 


2501.7 


303.2 


2057.3 


205.7 




40.0 


17 


Ys 


1448.7 


184.0 


1039.9 


122.3 


20 


¥ 


1581.6 


200.8 


1674.6 


167.5 






(( 


S 


1581.8 


199.3 


1091.2 


128.4 


" 




1737.9 


219.0 


1757.9 


175.8 


15" 
C 53 




'* 


1716.4 


214.6 


1142.3 


134.4 


a 


1896.7 


237.1 


1841.2 


184.1 




(( 


T% 


1853.2 


229.9 


1193.3 


140.4 


( ( 


T^ 


2057.9 


255.3 


1924.6 


1925 




(( 


% 


1992.7 


245.3 


1244.6 


146.4 


<( 


5^ 


2221.7 


273.4 


2007.9 


200.8 






'♦ 


11 


2134.4 


260.7 


1295.9 


152.5 


it 


^ 


2388.0 


291.7 


2091.2 


209.1 






<( 


2277.6 


276.1 


1347.0 


158.5 


u 


2556.9 


309.9 


2174.6 


217.5 




45 


17 


% 


1503.9 


191.0 


1105.4 


130.1 


20 


Vs 


1636.8 


207.9 


1788.6 


178.9 






" 


/h 


1637.0 


206.2 


1156.8 


136.1 


" 


S 


1793.1 


225.9 


1871.9 


187.2 


15" 
C 53 




(( 


^2 


1771.6 


221.5 


1207.9 


142.1 


n 


1951.9 


244.0 


1955.3 


195.5 




(( 


T% 


1908.4 


236.7 


1258.9 


148.1 


n 


s 


2113.1 


262.1 


2038.6 


203.9 




u 


Vs 


2047.9 


252.0 


1310.2 


154.2 


" 


2276 9 


280.2 


2121.9 


919 2 






(( 


II 


2189.6 


267.4 


1361.5 


160.2 


(( 


i 


2443.2 


298.4 


2205.3 


220^5 






<( 


2332.8 


282.8 


1412.6 


166.2 


u 


2612.1 


316.6 


2288.6 


228.9 




50.0 


17 


%'1559.1 


198.0 


1165.3 


137.1 


20 


% 


1692.0 


214.9 


1894.9 


189.5 






" 


/^il692.2 


213.2 


1216.6 


143.1 


" 


i 


1848.3 


232.9 


1978.2 


197.8 


15" 
C 53 




u 


3^1826.8 


228.4 


1267.7 


149.1 


(( 


2007.1 


250.9 


2061.5 


206.2 




" 


i»^ 1963.6 


243.5 


1318.7 


155.1 


u 


SI 


2168.3 


268.9 


2144.9 


214.5 




(( 


% 2103.1 


258.8 


1370.0 


161.2 


" 


2332.1 


287.0 


2228.2 


222.8 






'( 


ii 2244.8 
% 2388.0 


274.2 


1421.3 


167 2 


a 


1 


2498.4 


305.2 


2311.5 


231.2 






(( 


289.5 


1472.4 


173.2 


n 


2667.3 


323.3 


2394.9 


239.5 




55.0 


17 


%' 1614.1 


205.0 


1223.4 


143.9 


20 


% 


1747.0 


221.9 


1998.8 


199.9 






" 


/^1747.2 


220.1 


1274.7 


150.0 


»* 


t 


1903.3 


239.8 


2082.1 


208.2 


15" 
C 53 




(( 


3^1881.8 


235.2 


1325.7 


156.0 


" 


2062-1 


257.8 


2165.5 


.216 6 




(( 


k 


2018.6 


250.4 


1376.8 


162.0 


n 


% 


2223.3 


275.8 


2248.8 


224.9 




a 


2158.1 


265.6 


1428.1 


168.0 


a 


2387.1 


293.8 


2332.1 


233.2 






(( 


H^ 2299. 8 
% 2443.0 


2S0.9 


1479.4 


174.0 


n 


w 


2553.4 


311.9 


2115 5 


241.6 








296.1 


1530.4 


180.1 


" %: 


2722.3 


330.0 


2498.8 


249.9 







CAMBRIA STEEL. 217 


SPAOINQ OF CHANNELS FOR EQUAL MOMENTS 




OF 


INERTIA ABOUT 


THE 


TWO REO- 






TANGULAR AXES 1-1 AND 2-2. 




«^-. 


^ 






. ' 




*^--^ 


"- — -.. 










<A 


- -3 








_E 






c=: 


- 










' I 






T 


Weight 
per ft. 


Area 

of 

Section 








Depth 


Weight 
per ft. 


Area of 
Section 






Section 
Num- 
ber. 


Chan- 
nel. 


of one 
Chan- 
nel. 


of one 
Chan- 
nel. 


A 


Inches. 
3.05 


Section 
Num- 
ber. 


Chan- 
nel. 


of one 
Chan- 
nel. 


of one 
Chan- 
nel. 


A 

Inches. 


£ 


Inches. 


Pounds. 


S^.Ins. 


Inches. 
1.29 


Inches. 


Pounds. 


Sq. Ttis. 


Inches. 


C5 


3 


4.00 


1.19 


C25 


8 


18.75 


5.51 


4.37 


6.65 


(( 


(( 


5.00 


1.47 


1.17 


2.93 


(( 


(( 


21.25 


6.25 


4.22 


6.58 


u 


(( 


6.00 


1.76 


1.10 


2.94 


























C29 


9 


13.25 


3.89 


5.62 


8.06 


C9 


4 


5.25 
6.25 
7.25 


1.55 
1.84 
2.13 


2.08 
1.96 
1.88 


3.92 
3.80 
3.72 


(4 




15.00 
20.00 
25.00 


4.41 
5.88 
7.35 


5.48 
5.14 
4.83 


7.84 
7.46 
7.31 


C13 


5 


6.50 
9.50 


1.95 
2.65 


2.79 
2.57 


4.75 
4.49 


C33 


10 


15.00 


4.46 


6.33 


8.89 


(( 


(( 


11.50 


3.38 


2.35 


4.39 






20.00 


5.88 


5.96 


8.40 


















25.00 


7.35 


5.66 


8.14 














i( 


(( 


30.00 


8.82 


5.41 


8.01 


C17 


6 


8.00 


2.38 


3.51 


5.59 


(( 


(( 


35.00 


10.29 


5.18 


7.94 


(( 


(( 


10.50 


3.09 


3.29 


5.29 














(( 


(( 


13.00 


3.82 


3.08 


5.16 














(( 


(( 


15.50 


4.56 


2.90 


5.10 


C41 


12 


20.50 


6.03 


7.68 


10.48 














(( 


(( 


25.00 


7.35 


7.35 


10.07 














(( 


(( 


30.00 


8.82 


7.06 


9.78 


C21 


7 


9.75 


2.85 


4.?,1 


6.41 


(( 


(C 


35.00 


10.29 


6.83 


9.59 


(( 


(( 


12.25 


3.60 


4.00 


6.12 






40.00 


11.76 


6.60 


9.48 


(( 


(( 


14.75 


4.34 


3.82 


5.94 














(( 


(( 


17.25 


5.07 


3.65 


5.85 














(( 


(( 


19.75 


5.81 


3.49 


5.81 


C53 


15 


33.00 


9.90 


9.51 


12.67 














(( 


«( 


35.00 


10.29 


9.42 


12.58 














u 


(( 


40.00 


11.76 


9.16 


12.28 


C25 


8 


11.25 


3.35 


4.92 


7.24 


(( 


(( 


45.00 


13.24 


8.92 


12.08 


a 


(( 


13.75 


4.04 


4.72 


6.96 


(( 


n 


50.00 


14.71 


8.72 


11.92 


(( 


(( 


16.25 


4.78 


4.53 


6.77 


(( 


(( 


55.00 


16.18 


8.53 


11.81 



ipnu'in wi II wfTiT^r 



ifrrnrrr-f-rr-i [ ni 



218 



CAMBRIA STEEL 



SAFE LOADS IN THOUSANDS OF POUNDS 

FOR I-BEAMS USED AS COLUMNS WITH 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50 000 



1+ 



( 12 L)2 
36 000 r2 



Safety factor 4. 









Least 
















Depth of 


Weight 


Area 


Radius 
















Beam 


per 


of 


of 




I^engrtli in 


Keet. 




and 


Foot. 


Section. 




















Gyration. 
















Section 
Number. 






















Pounds. 


Sq. Ins. 


Inches. 


2 


3 


4 


5 


6 


7 


8 




5.5 


1.63 


.53 


19 


18 


17 


15 


13 


12 


11 


3'' 


6.5 


1.91 


.52 


23 


21 


19 


17 


16 


14 


12 


B5 


7.5 


2.21 


.52 


26 


24 


22 


20 


18 


16 


14 




7.5 


2.21 


.59 


26 


25 


23 


21 


20 


18 


16 


4// 


8.5 


2! 50 


.58 


30 


28 


26 


24 


22 


20 


18 


B9 


9.5 


2.79 


.58 


33 


31 


29 


27 


24 


22 


20 




10.5 


3.09 


.57 


37 


35 


32 


29 


27 


24 


22 




9.75 


2.87 


.65 


35 


33 


31 


29 


27 


24 


22 


b" 


12.25 


3.60 


.63 


43 


41 


39 


36 


33 


30 


27 


B13 


14.75 


4.34 


.63 


52 


50 


47 


43 


40 


36 


33 




12.25 


3.61 


.72 


44 


42 


40 


38 


35 


33 


30 


Q" 


14.75 


4.34 


.61) 


52 


51 


48 


45 


42 


39 


35 


BI7 


17.2.5 


5.07 


.68 


61 


59 


56 


52 


48 


44 


41 




15.0 


4.42 


.78 


54 


52 


50 


47 


45 


42 


39 


7" 


17.5 


5.15 


.76 


63 


61 


58 


55 


52 


48 


45 


B21 


20.0 


5.88 


.74 


71 


69 


66 


62 


58 


54 


50 




18.00 


5.33 


.84 


65 


63 


61 


58 


55 


52 


49 


8'' 


20.25 


5.96 


.82 


73 


71 


68 


65 


61 


58 


54 


B25 


22.75 


6.69 


.81 


82 


79 


76 


72 


69 


65 


60 




25.25 


7.43 


.80 


91 


88 


84 


80 


76 


71 


m 




21.0 


6.31 


.90 


77 


76 


73 


70 


67 


63 


60 


9'' 


2.5.0 


7.35 


.88 


90 


88 


85 


81 


78 


73 


69 


B29 


30.0 


8.82 


.85 


108 


105 


101 


97 


92 


87 


81 




35.0 


10.29 


.84 


126 


122 


118 


112 


107 


101 


95 




2.5.0 


7.37 


.97 


91 


89 


86 


83 


80 


76 


73 


10'' 


30.0 


8.82 


.93 


108 


106 


103 


99 


94 


90 


85 


B33 


35.0 


10.2.) 


.91 


126 


123 


1'9 


115 


110 


104 


98 




40.0 


11.76 


.90 


144 


141 


136 


131 


125 


118 


112 


12" 
B41 


31.5 


9.26 


1.01 


114 


112 


109 


105 


102 


97 


93 


35.0 


10.29 


.99 


127 


124 


121 


117 


112 


107 


102 


40.0 


11.76 


.96 


144 


142 


137 


133 


127 


121 


115 



irrrrrrf i n r-^ 



CAMBRIA STEEL. 



219 



SAFE LOADS IN THOUSANDS OF POUNDS 

FOR I-BBAMS USED AS COLUMNS WITH 

SQUARE ENDS. 



Based on Gordon's Formula P=- 



50 000 



1+ 



(12 L)2 
36000r2 



Safety factor 4. 







I^etig^tli in 


Keet. 




Weight 
per 
Foot. 


Depth of 

Beam 

and 

Section 

Number. 


9 


10 


11 


12 


13 


14 


15 


16 


17 


Pounds. 


9 


















5.5 
6.5 
7.5 

7.5 

8.5 

9.5 

10.5 

9.75 
12.25 
14.75 

12.25 
14.75 

17 25 

15.0 
17.5 
20.0 

18.00 
20.25 
22.75 
25.25 

21.0 
25.0 
30.0 
35.0 

25 
30.0 
35.0 
40.0 

31.5 
35.0 
40.0 




11 


















3'' 


13 


















B5 


14 


13 
14 
16 
17 

18 

22 
27 

25 
29 
34 

33 

38 
43 

43 

47 
52 
57 

53 
60 
71 

82 

65 

75 
87 
98 

83 

91 

103 


















16 
















4'' 


18 
















B9 


19 


















20 


17 

20 
24 

23 
27 
31 

31 
35 
39 

40 
43 
48 
53 

49 

57 
66 
76 

61 
71 

81 
92 

78 
86 
96 
















25 














5" 


30 






. . . 








B13 


28 


21 

25 

28 

28 
32 
36 

37 
40 
45 
49 

46 
53 
61 
71 

57 
66 
76 
86 

74 
81 
90 














32 








. . . 




6'' 


37 












B17 


36 


26 
30 
33 

34 
37 
41 
45 

43 
49 

57 
66 

54 
62 

71 
80 

69 
76 

85 












41 










z\ 


46 










B21 


46 


31 
34 

38 
42 

40 
46 
53 
61 

50 
58 
66 
74 

65 

72 
79 










50 








8^' 


56 








B25 


61 










56 


37 
43 
49 
56 

47 
54 
62 
69 

61 
67 
74 








65 






9'' 


76 


. . . 




B29 


88 








68 

80 

92 

105 

88 

97 

109 


44 

50 
57 
65 

58 
63 
69 


54 
59 
65 


10'' 
B33 

12'' 
B41 



iWaacMAMUfaai 



220 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS 

FOR I-BEAMS USED AS COLUMNS ^WITH 

SQUARE ENDS. 



Based on Gordon's Formula P^ 



50 000 



1 + 



(12 L)2 
36 000r2 



Safety factor 4. 



Depth of 
Beam 


Weight 
per 


Area 
of 


Least 

Radius 

of 


and 


Foot. 


Section. 


Gyra- 
tion. 


Section 
Number. 








Pounds. 


S^. Ins. 


Inches. 


12" 
B105 


40.0 
45.0 
50.0 
55.0 


11.84 
13.24 
14.71 
16.18 


1.08 
1.06 
1.05 
1.04 


15" 
B 53 


42.0 
45.0 
50.0 
55.0 
60.0 


12.48 
13.24 
14.71 
16.18 
17.65 


1.08 
1.07 
1.04 
1.03 
1.01 


15" 
B109 


60.0 
65.0 
70.0 
75.0 
80.0 


17.67 
19.12 
20.59 
22.06 
23.53 


1.21 
1.20 
1.19 
1.18 
1.17 


15" 
B113 


80.0 
85.0 
90.0 
95.0 
100.0 


23.57 
25.00 
26.47 
27.94 
29.41 


1.32 
1.32 
1.32 
1.31 
1.31 


18" 
B 65 


55.0 
60.0 
65.0 
70.0 


15.93 
17.65 
19.12 
20.59 


1.15 
1.13 
1.11 
1.09 


20" 
B 73 


6.5.0 
70.0 
75.0 


19.08 
20.59 
22.06 


1.21 
1.19 
1.17 


20" 
B121 


80.0 
85.0 
90.0 
95.0 
100.0 


23.73 
2.5.00 
26.47 
27.94 
29.41 


1.39 
1.37 
1.36 
1.3.5 
1.34 


24" 
B 89 


80.0 
85.0 
90.0 
95.0 
100.0 


23.32 
25.00 
26.47 
27.94 
29.41 


1.36 
1.33 
l.Sl 
1.30 
1.28 



I^ength in Keet, 



146 
163 
181 
199 

154 
163 

181 
199 
217 

218 
236 
2.54 
273 
291 

292 
309 
328 
346 
364 

197 
218 
236 
254 

236 
254 
273 

294 
309 
328 
346 
364 

289 
309 
328 
346 
364 



144 
160 
178 
196 

151 

160 
178 
196 
213 

215 
233 
251 
269 
286 

289 
306 
324 
342 
360 



232 
250 

233 

251 
268 

291 
307 
325 
343 
361 

286 
306 
324 
342 
360 



140 
156 
174 
191 

148 
157 
174 
191 

207 

212 
229 
246 
264 
281 

284 
302 
319 
336 
354 



194 190 
214 210 



227 
244 

229 
246 
264 

287 
302 
320 
337 
355 

282 
302 
319 
336 
354 



5 


6 


7 


8 


9 


136 


132 


127 


121 


116 


152 


146 


141 


135 


128 


168 


163 


156 


149 


142 


185 


178 


171 


163 


155 


144 


139 


133 


128 


^?9, 


152 


147 


142 


135 


129 


168 


162 


156 


149 


141 


185 


178 


171 


163 


155 


201 


194 


185 


177 


167 


207 


201 


195 


188 


181 


223 


217 


211 


203 


195 


240 


234 


226 


218 


209 


258 


2.50 


242 


233 


224 


274 


266 


257 


248 


238 


279 


273 


265 


256 


249 


295 


289 


281 


272 


264 


313 


306 


297 


288 


279 


330 


322 


314 


304 


293 


348 


339 


330 


320 


309 


185 


180 


173 


166 


160 


205 


198 


191 


184 


176 


221 


214 


206 


198 


189 


237 


230 


221 


212 


202 


223 


217 


210 


203 


196 


240 


234 


226 


218 


209 


257 


250 


241 


233 


223 


282 


276 


270 


261 


254 


297 


290 


283 


275 


266 


314 


307 


300 


290 


282 


331 


324 


315 


307 


296 


349 


340 


332 


321 


312 


276 


271 


2&4 


256 


248 


295 


289 


281 


273 ' 


2(>4 


313 


305 


297 


288 


278 


330 


322 


313 


303 , 


293 


347 1 


338 


328 


317 1 


307 



CAMBRIA STEEL. 



221 



SAFE LOADS IN THOUSANDS OF POUNDS 

FOR I-BEAMS USED AS COLUMNS ^WITH 

SQUARE ENDS. 



Based on Oordon*s Formula P= 



50 000 



H- 



(12 L)2 
36000r2 



Safety factor 4. 



I^engtli ill Keet, 



10 


11 


12 


13 


14 


15 


16 


17 


18 


110 


105 


99 


94 


88 


83 


79 


75 


70 


122 


116 


110 


103 


98 


92 


87 


82 


77 


135 


128 


121 


114 


108 


101 


^6 


90 


85 


148 


140 


132 


124 


117 


111 


104 


98 


92 


116 


110 


105 


99 


93 


88 


83 


79 


74 


123 


116 


110 


104 


98 


93 


87 


82 


78 


134 


127 


120 


113 


106 


101 


94 


89 


84 


147 


139 


131 


124 


116 


109 


103 


97 


91 


158 


150 


141 


132 


124 


117 


110 


104 


97 


173 


166 


159 


152 


144 


137 


130 


124 


117 


187 


179 


171 


163 


154 


147 


140 


132 


126 


201 


192 


183 


174 


165 


157 


150 


142 


135 


214 


205 


195 


186 


176 


108 


158 


151 


142 


228 


217 


206 


197 


187 


178 


168 


160 


151 


239 


231 


221 


213 


203 


194 


186 


177 


169 


254 


245 


235 


226 


216 


206 


197 


188 


180 


269 


259 


249 


239 


228 


218 


209 


199 


190 


284 


272 


261 


251 


240 


228 


219 


208 


199 


299 


287 


275 


264 


252 


240 


230 


219 


210 


153 


145 


139 


132 


125 


119 


112 


106 


100 


168 


160 


152 


144 


137 


129 


122 


116 


110 


181 


172 


163 


154 


146 


138 


131 


123 


117 


192 


183 


173 


164 


155 


146 


138 


130 


128 


187 


179 


171 


164 


155 


148 


141 


134 


126 


201 


192 


183 


174 


165 


157 


150 


142 


135 


214 


204 


194 


185 


175 


167 


158 


150 


142 


246 


237 


229 


219 


211 


202 


194 


186 


177 


258 


249 


239 


230 


221 


212 


202 


194 


185 


271 


262 


253 


241 


232 


223 


213 


204 


195 


286 


277 


265 


255 


244 


234 


223 


214 


205 


300 


290 


278 


267 


257 


245 


235 


223 


214 


239 


231 


223 


213 


'205 


196 


187 


179 


172 


255 


245 


236 


226 


217 


207 


198 


189 


181 


269 


258 


247 


238 


227 


216 


207 


197 


189 


282 


271 


261 


249 


239 


228 


218 


207 


198 


296 


284 


272 


260 


249 


238 


226 


215 


205 



19 



111 
120 
127 
135 
143 

161 
171 
181 

190 
200 

95 
104 
110 
116 

120 
127 
135 

169 
176 

185 
195 
203 

163 
172 
180 
188 
196 



Weight 
per 
Foot. 



Bepth of 

Beam 

and 

Section 

Pounds. Number. 



40.0 
45.0 
50.0 
55.0 

42.0 
45.0 
50.0 
55.0 
60.0 

60.0 
65.0 
70.0 
75.0 
80.0 

80.0 
85.0 
90.0 
95.0 
100.0 

55.0 
60.0 
65.0 
70.0 

65.0 
70.0 
75.0 

80.0 
85.0 
90.0 
95.0 
100.0 

80.0 
85.0 
90.0 
95.0 
100.0 



12'' 
B105 



15'' 
B 53 



15" 
B109 



15" 
B113 



18" 
B 65 



20" 
B 73 



20" 
B121 



24" 
B 89 



222 


CAMBRIA STEEL. 




SAFE LOADS IN THOUSANDS OF POUNDS FOR 


PLATE AND ANQLE COLUMNS. 




CALCULATED FOR LEAST RADIUS OF GYRATION „ 


' Q 


Based on 


AXIS M. 
Gordon's Formula P= — TTTTT^r^ 

(121.)- 


■^ 


. W 


r^ 


— — t 


r~~^ 




— ^ 




Safety Factor 4. ^ ' 36000r2 


2 








Area 


Least 








Size 
of 

ingles. 


Size 

of 

Plates. 


Weight 
Coin 17171. 


of 

Column 
Section. 


Radius of 
Gyration 
Axis M. 


Radius of 
Gyration 
Axis 2-2. 


I^eugth 
in Keet. 


Inches. 


Inches. 


Lbs.perFt 


Sq. Ins, 


Inches. 


Inches. 


2 


4 


6 


3 X 23^ X 1^ 


6x1^ 


23.1 


6.79 


1.24 


2.41 


^ 


81 


77 


!! u ^ 


"^ t 


28.8 


8.40 


1.27 


2.39 


103 


100 


96 


34.1 


9.98 


1.30 


2.37 


123 


120 


114 


/i 


:: S 


39.3 


11.53 


1.33 


2.35 


142 


139 


133 


44.2 


13.00 


1.36 


2.33 


161 


157 


161 


♦* '' t 


" fs 


49.5 


14.49 


1.39 


2.31 


180 


175 


169 


u - % 


54.4 


15.94 


1.43 


2.29 


198 


193 


186 


3K X 2>^ X 3^ 


i^y^. 


25.6 


7.50 


1.46 


2.88 


93 


91 


88 


*' '* T% 


" A 


31.8 


9.30 


1.49 


2.86 


115 


113 


109 


" " y^ 


" y^ 


37.7 


11.07 


1.52 


2.84 


137 


135 


130 


" ~h 


" /s 


43.6 


12.83 


1.55 


2.82 


15S 


156 


151 


;; ;; y^ 


;; K 


49.5 


14..50 


1.58 


2.80 


180 


177 


171 






55.0 


16.17 


1.61 


2.78 


201 


197 


192 


'* 5Z 


60.9 


17.82 


1.65 


2.76 


221 


218 


212 


" " w 


- i 


66.4 


19.46 


1.68 


2.74 


241 


237 


231 


% 


71.5 


21.00 


1.71 


2.72 


261 


257 


250 


4 X 3 X Y^5 


8xt^^ 


37.3 


10.86 


1.67 


3.25 


, . 


. 133 


129 


" ^/8 


*' y^, 


44.2 


12.98 


1.70 


3.23 






. 158 


154 


" ^: § 


'' ^ 


51.1 


15.02 


1.73 


3. 21 






. 183 


179 


58.0 


17.00 


1.76 


3.18 






. 208 


203 


:: :; 1 


" ^ 


64.9 


19.02 


1.79 


3.16 






233 


227 


71.4 


20 98 


1.82 


3.14 






. 257 


251 


74 


:: 1 


77.9 


22.86 


1.85 


3.12 






. 281 


274 


84.4 


24.75 


1.89 


8.10 






304 


297 


" " s 


" II 


90.5 


26.61 


1.92 


3.08 






327 


320 


97.0 


28.44 


1.95 


3.06 






350 


343 


5 X 33^ X x"h 


^f^^i^ 


45.4 


13.36 


2.08 


4.10 






165 


162 


" " % 


54.4 


15.94 


2.10 


4.08 






196 


193 


" " T^ 


" T^F 


62.9 


18 49 


2.13 


4.06 






228 


224 


" " k 


;; ^ 


71.4 


21.00 


2.16 


4.04 






259 


255 


" " ^? 




79.9 


23 53 


2.19 


4.02 






290 


285 


*' " ^ 


88.5 


25.98 


2.22 


4.00 






320 


315 


" " H 


/4 


96.6 


28.40 


2.25 


3.98 






350 


345 


" " il 


104.7 


30.79 


2.29 


3.96 






380 


374 


" :: 1 


" 1 


112.8 


33.11 


2.32 


3.93 






409 


403 


120.6 


35.48 


2.35 


3.91 






438 


432 


u » i. 


" « 


128.7 


37.74 


2.38 


3.89 






466 


460 


6 X 3>^ X % 


18x% 


62.1 


18.23 


2.56 


5.01 






225 


222 


" " § 


" A 


71.9 


21.15 


2.59 


4.99 






261 


2.58 


" >^ 


81.6 


24.00 


2.62 


4.97 






297 


294 


:: :: g 


" i 


91.4 


26.86 


2.65 


4.95 






333 


329 


101.1 


29.69 


2.68 


4.93 






368 


364 


:: :: | 


:: i 


110.5 


32.48 


2.71 


4.91 






402 


3^8 


120.2 


35.29 


2.74 


4.88 






437 


432 


% 


K 13 
" 1 


129.2 


37.98 


2.77 


4.86 






471 


466 


138.5 


40.69 


2.80 


4.84 






505 


499 


*' " it 


" if 


147.5 


43.36 


2.83 


4.82 






538 


532 


.c u f 


" 1 


156 4 


46.00 


2.86 


4.80 


^ ^^ 




571 565 



CAMBBIA STEEL. 



223 



SAFE LOADS IN THOUSANDS OP POUNDS FOR 
PLATE AND ANGLE COLUMNS. 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS l-l. 



Based on Gordon's Formula P= 
Safety Factor 4. 



50 000 



1+ 



(12 L)2 
36000r2 



J 



1 



I«eiis:tfi in Feet. 



8 


10 


12 


14 


16 


18 


20 


22 


24 


26 


28 


30 


32 


34 


72 


67 


61 


56 


51 
















90 


84 


77 


70 


64 




















108 


100 


93 


85 


77 




. 






. . 










125 


117 


108 


99 


91 






. 














143 


134 


124 


114 


105 




. . . 
















160 


150 


140 


129 


119 




















177 


166 


155 


144 


132 










. . 










84 


79 


74 


69 


63 


58 


54 






, , 










104 


99 


92 


86 


80 


73 


68 






, . 










125 


118 


111 


103 


96 


89 


82 


, 














145 


137 


129 


121 


112 


104 


96 
















164 


156 


147 


138 


129 


119 


111 


. 




. . 










184 


175 


166 


155 


145 


135 


125 
















204 


194 


184 


173 


162 


151 


140 
















223 


213 


202 


190 


178 


166 


155 






. 










241 


231 


219 


207 


195 


182 


170 


• • 














124 


119 


113 


106 


99 


93 


86 


80 


74 












149 


142 


135 


127 


119 


112 


104 


97 


90 












172 


165 


157 


148 


139 


131 


122 


114 


106 












196 


188 


179 


170 


160 


150 


140 


131 


122 












220 


211 


201 


191 


180 


169 


158 


148 


138 












243 


234 


223 


212 


200 


188 


177 


165 


155 












266 


256 


245 


233 


220 


208 


195 


183 


171 












289 


278 


266 


254 


240 


227 


213 


200 


188 












311 


300 


288 


274 


260 


246 


232 


218 


205 


. . 










333 


322 


309 


295 


280 


265 


250 


236 


222 


. . 










158 


153 


147 


141 


135 


128 


122 


115 


109 


103 


97 








188 


183 


176 


169 


162 


154 


146 


139 


131 


124 


117 








219 


212 


205 


197 


189 


180 


171 


162 


153 


145 


137 








249 


242 


234 


225 


215 


206 


196 


186 


176 


166 


157 








279 


271 


262 


252 


242 


231 


220 


209 


198 


188 


178 








308 


300 


290 


280 


269 


257 


245 


233 


221 


210 


198 








337 


329 


318 


307 


295 


282 


270 


257 


244 


231 


219 








366 


357 


346 


334 


321 


308 


294 


280 


267 


253 


240 








395 


385 


374 


361 


348 


333 


319 


304 


290 


275 


261 








423 


413 


401 


388 


374 


359 


343 


328 


313 


297 


283 








451 


441 


428 


414 


400 


384 


368 


352 


336 


320 


304 








219 


214 


209 


203 


197 


190 


183 


176 


168 


161 


154 


147 


140 


133 


254 


249 


243 


236 


229 


221 


213 


205 


196 


188 


180 


172 


164 


156 


289 


283 


277 


269 


261 


252 


243 


234 


225 


215 


206 


197 


188 


179 


324 


318 


310 


302 


293 


283 


273 


263 


253 


242 


232 


222 


212 


202 


358 


352 


344 


335 


325 


314 


303 


292 


281 


269 


258 


247 


236 


226 


392 


385 


376 


367 


356 


345 


333 


321 


309 


297 


284 


272 


261 


249 


426 


418 


409 


399 


388 


376 


363 


350 


337 


324 


311 


298 


285 


273 


459 


451 


442 


431 


419 


406 


393 


379 


365 


351 


337 


323 


310 


296 


493 


484 


474 


462 


450 


437 


423 


408 


393 


378 


363 


349 


334 


320 


525 


516 


506 


494 


481 


467 


452 


437 


421 


405 


390 


374 


859 


344 


558 


548 


537 


525 


511 


497 


481 


465 


449 


432 


416 


400 


384 


368 



224 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS l-l. 



Based on Gordon's Formula P= 



50 000 



Safety Factor 4. 



1+ 



(12 L)^ 
36000r2 



L 



Size 
of 

ingles. 



Inches. 



3 X 23^ X K 



3>^^2>^ 



(( 



x3 



x3J^ 



5 

k 



P 

4 

11 



P. 

9 

n 



Size 
of 

Plates. 



Inches. 



8x1^ 

it 5 



P 



*' _5 



10 Xt", 



■4 

A 

P. 

78 



12 X 



a 15 



^3 

II 
II 



Weight 
of 

Column. 



Lbs.perFt. 



24.8 
30.9 
36.6 
42.3 
47.6 
53.3 
58.6 
26.4 
32.9 
39.0 
45.1 
51.2 
56.9 
63.0 
68.7 
74.0 
39.4 
46.8 
54.1 
61.4 
68.7 
75.7 
82.6 
89.5 
96.0 
103.0 

47.6 

56.9 

65.9 

74.8 

83.8 

92.7 

101.3 

109.8 

118.4 

126.5 

135.1 

64.7 

74.8 

85.0 

95.2 

105.3 

115.1 

125.3 

134.7 

144 5 

153.8 

163.2 



Area 

of 

Column 

Section. 



Sq. Ins. 



7.29 
9.02 
10.73 
12.40 
14.00 
15.61 
17.19 

7.75 
9.61 
11.44 
13.27 
15.00 
16.73 
18.44 
20.15 
21.75 

11.49 
13.73 
15.90 
18.00 
20.15 
22.23 
24.24 
26.25 
28.24 
30.19 
13.98 
16.69 
19.36 
22.00 
24.65 
27.23 
29.77 
32.29 
34.73 
37.23 
39.61 

18.98 
22.03 
25.00 
27.99 
30.94 
33.86 
36.79 
39.61 
42.44 
45.24 
48.00 



Least 
Radius of 
Gyration 
Aiisl-1. 



Inches. 



1.19 
1.22 
1.25 
1.28 
1.31 
1.34 
1.37 

1.44 
1.47 
1.50 
1.53 
1.56 
1.59 
1.62 
1.65 
1.68 
1.62 
1.65 
1.68 
1.71 
1.74 
1.77 
1.80 
1.83 
1.86 
1.90 

2.03 
2.06 
2.08 
2.11 
2.14 
2.17 
2.20 
2.23 
2.26 
2.29 
2.33 

2.51 
2 54 
2.57 
2.59 
2.62 
2 65 
2.68 
2.71 
2.74 
2.77 
2.81 



Radius of 
Gyration 
Aiis 2-2. 



Inches. 



3.25 
3.23 
3.21 
3.19 
3.17 
3.15 
3.13 
3.31 
3.28 
3.26 
3.24 
3.22 
3.20 
3.18 
3.16 
3.14 
4.09 
4.07 
4.04 
4.02 
4.00 
3.98 
3.96 
3.94 
3.92 
3.90 

4.95 
4.92 
4.90 
4.88 
4.86 
4.84 
4.82 
4.80 
4.78 
4.76 
4.74 

5.85 
5.83 
5 81 
5.79 
5.77 
5.74 
5.72 
5.70 
568 
5.66 
5.64 



I^engtb 
in Keet. 



2 



90 
111 
132 
153 
173 
193 
213 

96 
119 
142 
164 
186 
208 
229 
250 
270 



87 
108 
128 
149 
169 
188 
208 

94 
117 
139 
161 
183 
204 
225 
246 
266 
140 
167 
194 
220 
246 
272 
297 
322 
347 
371 

172 
206 
238 
271 
303 
335 
367 
398 
429 
459 
489 
234 
272 
309 
347 
383 
419 
455 
491 
526 
561 
595 



CAMBRIA STEEL. 



225 



SAFE LOADS IN THOUSANDS OP POUNDS FOR 
PLATE AND ANGLE COLUMNS. 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS l-l. 



Based on Gordon's Formula F:: 
Safety Factor 4. 



50 000 



(12 L)2 
36000r2 



1+ 



J 



1 



l^eiis:tli in F*eet, 



8 


10 


12 


14 


16 


18 


20 


22 


24 


26 


28 


30 


32 


34 


77 


71 


65 


58 


53 










96 


89 


81 


74 


67 




















115 


106 


98 


89 


81 




















134 


124 


114 


105 


95 




















152 


142 


131 


120 


110 




















171 


160 


148 


136 


124 




















189 


177 


165 


152 


139 


. . . 


. . 
















86 


81 


76 


70 


65 


60 


55 
















107 


101 


95 


88 


81 


75 


69 
















128 


121 


114 


106 


98 


91 


83 
















149 


141 


133 


124 


115 


106 


98 
















170 


161 


151 


142 


132 


122 


113 
















190 


180 


170 


159 


149 


138 


128 
















210 


200 


189 


177 


166 


154 


143 
















230 


219 


208 


195 


183 


170 


158 
















249 


238 


226 


213 


200 


187 


174 
















131 


125 


118 


111 


103 


96 


89 


83 


77 












156 


149 


141 


133 


124 


116 


108 


100 


93 












182 


174 


165 


155 


145 


136 


127 


118 


109 












207 


198 


188 


177 


167 


156 


145 


135 


126 












232 


222 


211 


200 


188 


176 


164 


153 


143 












256 


246 


234 


222 


209 


196 


184 


171 


160 












281 


270 


257 


244 


230 


216 


203 


190 


177 












305 


293 


280 


266 


251 


237 


222 


208 


195 












329 


317 


303 


288 


273 


257 


242 


227 


212 












352 


340 


325 


310 


294 


277 


261 


245 


230 












165 


159 


153 


147 


140 


133 


126 


119 


112 


105 


99 








197 


191 


184 


176 


168 


160 


151 


143 


135 


127 


120 








229 


222 


214 


205 


196 


186 


177 


167 


158 


149 


141 








260 


252 


244 


234 


224 


213 


202 


192 


181 


171 


162 








291 


283 


273 


263 


251 


240 


228 


216 


205 


194 


183 








322 


313 


303 


291 


279 


267 


254 


241 


228 


216 


204 








353 


343 


332 


320 


307 


293 


279 


266 


252 


239 


226 








383 


373 


361 


348 


334 


320 


305 


290 


276 


261 


247 








413 


403 


390 


376 


362 


346 


331 


315 


299 


284 


269 








443 


432 


419 


405 


389 


373 


357 


340 


323 


307 


291 








473 


461 


447 


432 


416 


399 


382 


365 


347 


330 


313 








228 


223 


217 


211 


204 


196 


189 


181 


173 


166 


158 


151 


143 


136 


264 


259 


252 


245 


237 


229 


220 


211 


202 


194 


185 


176 


168 


160 


301 


295 


287 


279 


270 


261 


251 


241 


231 


221 


212 


202 


193 


184 


337 


330 


322 


313 


304 


293 


283 


272 


261 


250 


239 


228 


217 


207 


373 


366 


357 


347 


337 


325 


314 


302 


290 


278 


266 


254 


242 


231 


408 


400 


391 


381 


369 


357 


345 


332 


319 


306 


293 


280 


268 


255 


444 


435 


425 


414 


402 


389 


376 


362 


348 


334 


320 


306 


293 


280 


478 


470 


459 


447 


435 


421 


407 


392 


377 


362 


347 


333 


318 


304 


513 


504 


493 


480 


467 


453 


438 


422 


406 


390 


375 


359 


344 


329 


547 


538 


526 


513 


499 


484 


468 


452 


435 


419 


402 


385 


369 


353 


581 


571 


559 


546 


531 


515 


499 


482 


464 


447 


429 


412 


395 


378 



226 


CAMBBIA STEEL. 




SAFE LOADS IN THOUSANDS OF POUNDS FOR 


PLATE AND ANGLE COLUMNS. 


CALCULATED FOR LEAST RADIUS OF GYRATION 




Based on 


AXIS l-L 
Gordon's Form 






ill 


11 


ulaP= 

1 


DUUUU 




r n 


1 


(12L)2 




Safety factor 4. 


' 36 000r2 


2 








Area 


Least 






Size 

of 

Angles. 


Size 

of 

Plates. 


Weight 
Column. 


of 


Radius of 


Radius of 
Gyration 
Axis 2-2. 


l^ensrtli 


Column 
Section. 


Gyration 
Axis i-1. 


in Keet. 


Inches. 


Inches. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


Inches. 


2 4 


6 


3 x2}iK% 


10x1^ 


26.5 


7.79 


1.16 


4.07 


96 92 


87 


* ' " T°6 


" Ps 


33.0 


9.65 


1.18 


4.05 


119 115 


109 


" " % 


39.2 


11.48 


1.21 


4.03 


141 137 


130 


P2 


*< _7_ 


45.3 


13.28 


1.24 


4.01 


164 159 


151 


" 1/ 


51.0 


15.00 


1.27 


3.99 


186 180 


172 


" " 4 


(( _9^ 


57.1 


16.74 


1.30 


3.96 


207 202 


193 


U U 5/3 


'< 5/ 


62.9 


18.44 


1.33 


3.94 


228 222 


213 


33^x2^x3^ 


10x3^ 


28.1 


8.25 


139 


4.13 


102 100 


96 




" ^). 


35.0 


10.24 


1.42 


4.11 


127 124 


119 


/8 


41.6 


12.19 


1.45 


4.09 


151 148 


143 


" " /e 


" s 


48.1 


14.15 


1.48 


4.07 


175 171 


165 


" " >^ 


54.6 


16.00 


1.51 


4.05 


199 195 


188 


( ( ( ( 9_ 


(( 9_ 

t< 5/ 


60.7 


17.86 


1.54 


4.03 


222 217 


210 


^ 


67.3 


19.69 


1.57 


4.01 


245 240 


232 


" " H 


<t 11 


73.4 


21.53 


1.60 


3.99 


267 262 


254 


.. " % 


" H 


79.1 


23.25 


1.63 


3.97 


289 284 


276 


4 X 3 X t:^ 


!?='» 


41.6 


12.11 


1.58 


4.91 


... 148 


143 


.. " % 


49.3 


14.48 


1.61 


4.89 


... 176 


171 


" " § 


4t 7_ 


57.1 


16.77 


1.64 


4.87 


... 204 


198 


" -!/ 


648 


19.00 


1.66 


4.85 


... 232 


226 


" " T^^ 


(4 _9? 


72.6 


21.27 


1.69 


4.83 


... 260 


253 


" " % 


79.9 


23.48 


1.72 


4.81 


. . 287 


279 


" H 


" 1 


87.3 


2561 


1.75 


4.79 


. , . 314 


306 


" " k 


94.6 


27.75 


1.78 


4.77 


... 340 


332 


U 13 


" 1 


101.6 


29.86 


1.81 


4.74 


... 366 


358 


.. " % 


108.9 


31.94 


1.84 


4.72 


... 392 


383 


e ^3>,x^ 


14 X T«5 

4 4 3/ 


49.7 


14.61 


1.98 


5.77 


... 180 


176 


59.5 


17.44 


2.01 


5.75 


... 215 


211 


" *' tV 


44 7 

4 4 1/ 
72 


68.8 


20.24 


2.04 


5.73 


... 249 


245 


" " y2 


78.2 


23.00 


2.07 


5.71 


... 283 


278 


" " ft 


*' T% 


87.6 


25.78 


2.09 


5.69 


... 317 


312 


" 6| 


96.9 


28.48 


2.12 


5.67 


... 351 


345 


:: :: g 


" it 


105.9 


31.15 


2.15 


5.64 


... 384 


377 


" ^ 


114.9 


33.79 


2.18 


5.62 


... 416 


410 


:: :: g 


** if 


123.9 


36.36 


2.21 


5.60 


... 449 


442 


" % 


132.5 


38.98 


2.24 


5.58 


481 


473 


" " « 


" it 


141.4 


41.49 


2.27 


5.56 


... 512 


505 


6 X 31^x3^ 


16x% 


67.2 


19.73 


2.46 


6.68 


... 244 


240 


" " § 




77.8 


22.90 


2.49 


6.66 


... 283 


279 


88.4 


26.00 


2.52 


6.64 


... 322 


318 


a ii 9 


4 4 9 


99.0 


29.11 


2.54 


6.61 


... 360 


356 


44 4( 5/ 


109.6 


32.19 


2.57 


6.59 


... 399 


394 


:: :: g 


" H 


119.8 


35.23 


2.60 


6.57 


... 436 


431 


*' i| 


130.4 


38.29 


2.63 


6.55 


... 474 


468 


:: :: g 




140.2 


41.23 


2.66 


6 53 


... 511 


505 


150.4 


44.19 


2 69 


6.51 


... 548 


542 


ft 


" if 


160.2 


47.11 


2.72 


6.48 


. . . 584 


578 


1 


" 1 170.0 1 


50.00 


2.75 6.46 1 


... 1 620 


613 











CAMBKIA STEEL. 


227 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 






PLATE AND ANGLE COLUMNS. 


CALCULATED FOR LEAST RADIUS OF GYRATION 


p ? n 1 


Based 


AXIS l-i. 

50 000 
on Gordon's rormiila P— — - 

1 1 ^l"-^^) 






^ 


r^_. 




^ 


^ i - 


r 


— ^ 








Safety factor 4 




' 36000r2 












I^ens:t]i 


ill Keet. 




8 

81 


10 


13 


14 


16 


18 


20 


23 


24 


26 


28 


80 


32 


34 


75 


68 


61 


55 










102 


93 


85 


77 


69 




. 
















122 


112 


103 


93 


84 




. . . 






. , 


. 








142 


131 


120 


109 


99 




. 
















162 


150 


138 


126 


114 




, , . 






. . 


. . 








182 


169 


156 


143 


130 




. 






. 










201 


188 


174 


159 


146 


. . 


. . . 






. . 


. . 








91 


86 


80 


73 


68 


62 


57 
















114 


107 


100 


92 


85 


78 


71 






. 










136 


128 


120 


111 


102 


94 


86 
















158 


149 


140 


130 


120 


111 


102 
















180 


170 


160 


149 


138 


127 


117 
















201 


191 


179 


168 


156 


144 


133 








. 








223 


212 


199 


187 


174 


161 


149 
















244 


232 


219 


205 


192 


178 


165 






. 


. . 


. 






265 


253 


239 


224 


210 


195 


181 






. . 


, , 








137 


131 


123 


115 


107 


100 


92 


85 


79 












164 


156 


148 


139 


129 


120 


112 


103 


95 












191 


182 


172 


162 


151 


141 


131 


121 


112 












217 


208 


197 


185 


173 


162 


151 


140 


130 


. . 










244 


233 


221 


208 


196 


183 


170 


158 


147 


. . 










270 


258 


245 


232 


218 


204 


190 


177 


165 


. 


. . 








296 


283 


270 


255 


240 


225 


210 


196 


183 












321 


308 


294 


278 


262 


246 


231 


216 


201 


. . 










346 


333 


318 


301 


285 


268 


251 


235 


220 




. . 








371 


357 


341 


324 


307 


289 


272 


254 


238 


. . 


. . 








171 


166 


159 


152 


145 


137 


130 


122 


115 


108 


102 








205 


198 


191 


183 


174 


165 


156 


147 


139 


131 


123 








238 


231 


222 


213 


203 


193 


183 


173 


163 


153 


144 








271 


263 


253 


243 


232 


221 


209 


198 


187 


176 


166 








304 


295 


284 


273 


261 


248 


236 


223 


211 


199 


188 








336 


327 


315 


303 


290 


276 


262 


249 


235 


222 


210 








369 


358 


346 


333 


319 


304 


289 


274 


260 


246 


232 








400 


389 


376 


362 


347 


332 


316 


300 


284 


269 


254 








432 


420 


407 


392 


376 


359 


343 


326 


309 


293 


277 








463 


451 


437 


421 


404 


387 


369 


351 


334 


317 


300 








494 


481 


467 


450 


433 


415 


396 


377 


359 


340 


323 








236 


231 


225 


218 


211 


203 


195 


187 


178 


170 


162 


154 


147 


140 


274 


268 


261 


254 


245 


236 


227 


218 


208 


199 


190 


181 


172 


164 


312 


306 


298 


289 


280 


270 


259 


249 


238 


228 


217 


207 


197 


188 


350 


343 


334 


325 


314 


303 


292 


280 


268 


257 


245 


234 


223 


212 


387 


379 


370 


360 


348 


336 


324 


311 


298 


286 


273 


261 


249 


237 


424 


416 


406 


395 


382 


370 


356 


342 


329 


315 


301 


287 


274 


262 


461 


452 


441 


429 


416 


403 


388 


374 


359 


344 


329 


314 


300 


287 


497 


488 


477 


464 


450 


436 


420 


405 


389 


373 


357 


342 


326 


312 


533 


523 


512 


498 


484 


468 


452 


436 


419 


402 


385 


369 


353 


337 


569 


559 


546 


532 


517 


501 


484 


467 


449 


431 


414 


396 


379 


362 


605 


594 


581 


566 


550 


534 


516 1 498 


479 


460 


442 


423 


405 


388 



228 



CAMBBIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANG-LE COLUMNS. 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS i-l. 



Based on Gordon's Formula P= 
Safety factor 4. 



50 000 



1+ 



36 000r2 



1 



Size 

of 

Angles. 



Inches. 



Size 

of 

Plates. 



Inches. 



X 2>^ X >^ 



3>^x 



u 

SI 



5^ 



3Z 



9 



12 xV 



(I 
(( 

(C 

12 



14 X 



TS 
3^ 



5 
TS 

3Z 



16 



16 

% 
11 
T6 

% 
13 



3/ 






1 1 
J3 



T? 

18x3 



'8 

7 

TS 
>^ 

9 
P 

13 
15 



Weight 

of 
Column. 



Lbs.perFt. 



of 
Column 
Section. 



Sq. Ins. 



28.2 
85.2 
41.7 
48.3 
54.4 
61.0 
67.1 

29.8 
87.2 
44.1 
51.1 
58.0 
64.6 
71.5 
78.1 
84.2 
43.7 
51.9 
60.0 
68.2 
76.4 
84.1 
91.9 
99.7 
107.1 
114.9 

51.8 

62.0 

71.8 

81.6 

91.4 

101.2 

110.6 

120.0 

129.4 

138.4 

147.8 

69.8 

80.8 

91.8 

102.8 

113 9 

124.5 

135.5 

145.7 

156.4 

166.6 

176.8 



8.29 
10.27 
12.23 
14.15 
16.00 
17.86 
19.69 

8.75 
10.86 
12.94 
15.02 
17.00 
18.98 
20.94 
22.90 
24.75 
12.74 
15.23 
17.65 
20.00 
22.40 
21.73 
26.99 
29.25 
31.49 
33.69 

15.23 
18.19 
21.11 
24.00 
26.90 
29.73 
32.52 
35.29 
37.98 
40.73 
43.36 
20.48 
23.78 
27.00 
30.24 
33.44 
36.61 
39.79 
42.86 
45.94 
48.99 
52.00 



Least !^ ,. „ 
Radius of ^dius of 
Gyration 



Gyration 
Axis 1-1. 



Inches. 



1.12 

115 

1.17 

1.20 

1.23 

1.26 

1.28 

1.85 

1.38 

1.41 

1.43 

1.46 

1.49 

1.52 

1.55 

1.58 

1.54 

1.57 

1.60 

1.62 

1.65 

1.68 

1.71 

1.74 

1.77 

1.80 

1.94 

1.97 

2.00 

2 02 

2.05 

2.08 

2.11 

2.14 

2.17 

2.19 

2.22 

2.42 

2.44 

2.47 

2.50 

2.52 

255 

2.58 

2.61 

2.64 

2.67 

2.70 



Axis 2-2. 



Inches. 



in ]Feet. 



4.87 
4.85 
4.83 
4.81 
4.78 
4.76 
4.74 

4.94 
4.92 
4.90 
4.88 

4 85 
4.83 
4.81 
4.79 
4.77 
5.72 
5.70 
5.68 
5.66 
5.63 

5 61 
5.59 
5.57 
5.55 
5.53 

6.59 
6.57 
6.54 
6.52 
6.50 
6.48 
6.46 
6.44 
6.41 
639 
6.37 
7.49 
7.47 
7.45 
7.42 
7.40 
7.38 
7.36 
7.34 
7 32 
7.29 



102 
126 
151 
174 
198 
221 
244 
108 
135 
160 
186 
211 
236 
260 
284 
307 



122 
146 
169 
192 
215 
237 

106 
131 
157 
182 
206 
231 
2.55 
278 
302 

155 

185 
215 
244 
273 
302 
830 
358 
386 
413 

187 
224 
260 
295 
331 
366 
400 
435 
468 
502 
535 
253 
294 
334 
374 
414 
453 
492 
531 
569 
607 
W4 



CAMBRIA STEEL. 



229 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANQLB COLUMNS. 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS M. 



Based on Gordon's Formula P= 
Safety Factor 4. 



50 000 



1+ 



(12L)2 
36000r2 



1 



i:^etisftli in Feet, 



8 


10 


12 


14 


16 


18 


20 


22 


24 


26 


28 


30 


82 


84 


86 


78 


71 


63 


^57 








107 


98 


89 


80 


, 72 




. . 
















128 


118 


107 


97 


87 


. . 


. . . 


, , 


. . 






, , 






150 


138 


126 


114 


103 




. . 


. 








. 






171 


158 


145 


131 


119 




















192 


178 


164 


149 


135 




. . 




, 






. 






213 


198 


182 


167 


152 


. . . 


. . . 


. . 


. . 






. . 






96 


90 


83 


77 


70 


64 


58 


. . 


. 






, . 






120 


112 


104 


96 


88 


81 


74 










. 






143 


135 


125 


116 


107 


98 


89 


. , 














167 


157 


146 


136 


125 


115 


105 




, 












190 


179 


167 


156 


144 


132 


122 


. 


. . 






. . 






213 


201 


188 


175 


162 


150 


138 
















236 


223 


210 


195 


181 


168 


155 


. 


, 






. . 






258 


245 


230 


215 


200 


186 


171 










. . 






281 


267 


251 


235 


219 


204 


188 


. . 


. . 






. . 






144 


136 


128 


120 


111 


103 


95 


88 


81 






. , 






172 


163 


154 


144 


134 


124 


115 


106 


98 












200 


190 


180 


168 


157 


146 


135 


125 


116 






. . 






228 


217 


205 


193 


180 


168 


156 


144 


133 












255 


244 


231 


217 


203 


189 


176 


163 


151 






. . 






283 


270 


256 


241 


226 


211 


197 


183 


170 












310 


297 


282 


266 


250 


234 


218 


203 


188 












837 


323 


307 


290 


273 


256 


239 


223 


207 






. 






364 


349 


332 


315 


296 


278 


260 


243 


226 












390 


375 


357 


339 


320 


301 


282 


263 


246 






. . 






178 


172 


165 


158 


150 


142 


134 


126 


118 


111 


104 








213 


206 


198 


189 


180 


170 


161 


152 


143 


134 


126 








248 


240 


231 


220 


210 


199 


188 


178 


167 


157 


148 


. 






282 


273 


263 


252 


240 


228 


216 


204 


192 


181 


170 








316 


307 


295 


283 


270 


257 


243 


230 


217 


204 


192 


, 






350 


340 


327 


314 


300 


286 


271 


256 


242 


228 


215 


. . 






384 


372 


359 


345 


330 


314 


298 


283 


267 


252 


238 








417 


405 


391 


376 


360 


343 


326 


309 


293 


277 


261 


. . 






450 


437 


423 


407 


390 


372 


354 


336 


318 


301 


284 








483 


470 


454 


437 


419 


401 


382 


363 


314 


326 


308 


, , 






515 


501 


485 


468 


449 


430 


410 


390 


370 


350 


332 


. . 






245 


239 


233 


225 


217 


209 


201 


192 


183 


175 


166 


158 


150 


143 


285 


278 


271 


262 


253 


244 


234 


224 


214 


204 


194 


185 


176 


167 


324 


317 


308 


299 


289 


278 


267 


256 


245 


234 


223 


212 


202 


192 


363 


355 


346 


336 


325 


313 


301 


288 


276 


264 


251 


240 


228 


217 


402 


393 


383 


372 


360 


347 


334 


321 


307 


293 


280 


267 


254 


242 


440 


431 


420 


408 


395 


382 


367 


353 


338 


323 


309 


295 


281 


268 


478 


469 


457 


445 


4H1 


416 


401 


385 


369 


353 


338 


323 


308 


293 


516 


506 


494 


480 


466 


450 


434 


417 


400 


383 


367 


350 


334 


819 


554 


543 


530 


516 


501 


484 


467 


449 


431 


414 


396 


378 


362 


345 


591 


580 


567 


552 


535 


518 


500 


481 


463 


444 


425 


407 


389 


871 


628 


616 


602 


587 


570 


552 


533 


513 


494 


474 


454 


435 


416 


397 



230 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANQLB COLUMNS. 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS M. 



Based on Gordon's Formula P=- 



50000 



Safety factor 4. 



1+ 



(12L)2 
36000r2 



r 



1 



of 
Angles. 



Inches. 



x3}^xA 



x3^ 



3Kx 



I? 



fs 

15 

Y 

7 

V 

72 

Ps 

11 

is 



3^x 



Size 
of 

Plates. 



Inches. 



u 

18x 

(( 






13 
15 

T 



9 
T6 

if 



13 






20 X T^g 



7^ 



Weight 
Column. 



Lbs.per Ft, 



80.8 
91.8 
103.2 
113,7 
124.7 
135.3 
145.9 
156.5 
166.6 
176.8 

83.8 
95.2 
107.0 
118.0 
129.4 
140.4 
151.4 
162.4 
173.0 
183.6 

86.8 
98.6 
110.8 
122 3 
134.1 
145.5 
156.9 
168.4 
179.4 
190.4 

89.8 
102.0 
114.7 
126.5 
138.7 
150.6 
162.5 
174.3 
185.8 
197.2 



irea 

of 

Column 

Section. 



Sq. Ins. 



23.78 
27.00 
30.24 
33.48 
36.61 
89.79 
42.90 
45.98 
49.03 
52.00 

24.65 
28.00 
81.36 
34.73 
37.98 
41.29 
44.52 
47.73 
50.90 
54.00 

25.53 
29.00 
32.49 
35.98 
39.36 
42.79 
46.15 
49.48 
52 78 
56.00 

26.40 
30.00 
83.61 
37.23 
40.73 
44.29 
47.77 
61.23 
54.65 
58.00 



Least ^ ,. , 
Radius of ^^a^i^s of 
Gyration i fJ^ation 
Axis 1-1. : -^^s 2-2. 



Inches. 



8.05 
3.08 
3.11 
3.13 
3.17 
3.20 
3.23 
3.26 
3.29 
8.32 

3.00 
3.02 
3.06 
3.08 
3.11 
3.14 
3.17 
3.20 
8.23 
3.26 

2.94 
2.97 
3.00 
8.02 
3.06 
8.08 
3.11 
3.14 
3.17 
3.20 

2.89 
2.92 
2.95 
2.97 
8.00 
3.03 
8.06 
8.09 
8.12 
3.15 



Inches. 



5.92 
5.90 
5.87 
5.85 
5.83 
5.81 
5.79 
5.76 
5.74 
5.72 

6.75 
6.73 
6.71 
6.69 
6.67 
6.&4 
6.62 
6.60 
6.58 
6.56 

7.58 
7.55 
7.53 
7.51 
7.49 
7.47 
7.44 
7.42 
7.40 
7.38 

8.39 
8.37 
8.34 
8.32 
8.80 
8.28 
8.25 
8.23 
8.21 
8.19 



in Keet. 



6 



292 
332 
872 
412 
451 
490 
528 
567 
604 
642 

803 
845 
886 
427 
468 
508 
548 
588 
627 
666 

818 
857 
400 
442 
485 
526 
568 
609 
650 
690 

324 
369 
413 
457 
501 
545 
588 
630 
673 
715 



8 I 10 



289 
829 
868 
407 
446 
485 
523 
561 
598 
635 

299 

340 
882 
422 
463 
503 
542 
582 
621 
659 

309 
352 
895 
437 
479 
520 
562 
602 
643 
683 

320 
364 

408 
452 
495 
538 
581 
623 



285 
324 
363 
402 
440 
478 
516 
553 
591 
627 

294 
385 
876 
416 
456 
496 
535 
574 
612 
651 

805 
347 
889 
430 
472 
513 
554 
594 
634 
674 

314 

358 
402 
445 
488 
530 
572 
614 
^"^^ 
697 



r — t-ir-^"""" 



--v-^,^ .-^ ., 



CAMBKIA STEEL, 



r rTi'n'"if-'irrr 



231 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANQLE COLUMNS. 

2 



CALCULATED FOR LEAST RADIUS OF GYRATION 
AXIS 1-1. 



Based on Gordon's Formula P= 
Safety factor 4. 



50 000 



1+ 



(12L)2 
36 000 r2 



J 



1 



I^ens^tli in Keet. 



12 


14 


16 


18 


20 


279 


274 


267 


260 


253 


318 


312 


305 


297 


289 


357 


350 


342 


333 


324 


395 


387 


379 


369 


359 


433 


424 


415 


405 


395 


470 


462 


452 


441 


430 


508 


498 


488 


477 


465 


545 


535 


524 


512 


499 


581 


571 


559 


547 


634 


613 


607 


595 


582 


568 


289 


283 


276 


269 


261 


329 


322 


315 


307 


298 


369 


362 


353 


344 


335 


409 


400 


391 


381 


371 


448 


439 


429 


419 


407 


487 


478 


467 


456 


444 


526 


516 


505 


493 


480 


564 


554 


542 


529 


516 


603 


591 


579 


566 


551 


640 


629 


616 


602 


587 


299 


292 


285 


277 


269 


340 


333 


325 


316 


307 


382 


874 


365 


355 


345 


423 


414 


404 


393 


382 


463 


454 


443 


432 


420 


504 


494 


483 


470 


457 


544 


533 


521 


508 


495 


584 


573 


560 


546 


532 


624 


612 


598 


584 


569 


663 


650 


636 


622 


606 


308 


301 


294 


285 


277 


351 


343 


335 


326 


316 


394 


385 


376 


366 


355 


436 


427 


417 


405 


394 


479 


468 


457 


445 


432 


521 


510 


498 


485 


471 


562 


551 


538 


524 


510 


603 


591 


578 


563 


548 


644 


632 


618 


602 


586 


685 


672 


657 


641 


624 



22 24 26 28 30 32 34 36 38 40 



246 
280 
315 
349 
384 
418 
452 
486 
520 
553 

253 
289 
325 
360 
396 
431 
466 
501 
536 
571 

260 
297 
334 
371 
407 
444 
481 
517 
553 
589 

268 
306 
344 
381 
419 
457 
495 
532 
569 
607 



238 
271 
305 
339 
372 
406 
439 
472 
505 
538 

245 
280 
314 
349 
383 
418 
452 
487 
521 
555 

252 
287 
323 
359 



230 
263 
295 
328 
360 
393 
425 
458 
490 
522 

236 
270 
304 
337 
371 
405 
438 
472 
505 
538 

243 

277 
312 
347 
395 1 382 
430 416 
466 451 
501 485 
536 520 
572j 654 

258 249 
295: 285 
332 321 
369! 356 
406 392 
442 427 
479; 463 
515 499 
552| 534 
588' 570 



222 
254 
286 
317 
349 
380 
412 
443 
475 
506 

228 
261 
293 
326 
359 
391 
424 
456 
489 
521 

234 

267 
301 
335 
368 
402 
436 
469 
503 
536 

240 
274 
309 
343 
378 
412 
447 
482 
516 
551 



214 

245 
276 
306 
337 

368 
398 



206 198 



236 
266 
295 
325 
355 
385 



429 


415 


460 


444 


490 


474 


220 


211 


251 


242 


283 


272 


314 


303 


346 


334 


378 


364 


409 


395 


441 


426 


473 


457 


504 


487 


255 


216 


257 


248 


290 


279 


322 


310 


355 


342 


388 


374 


420 


405 


453 


437 


486 


469 


518 


500 


230 


221 


264 


253 


297 


286 


330 


318 


364 


350 


397 


383 


431 


415 


465 


448 


498 


480 


532 


513 



227 
256 
284 
313 
342 
371 
400 
429 
458 

203 
232 
262 
291 
321 
351 
381 
411 
441 
471 

208 
238 
268 
298 
329 
360 
390 
421 
452 
483 

212 
243 

274 
305 
337 
368 
400 
431 
463 
494 



191 
218 
246 
274 
302 
330 
358 
386 
414 
442 

195 
223 
252 
280 
309 
338 
367 
396 
425 
454 

199 

228 
258 
287 
316 
346 
376 
405 
435 
465 

204 
233 
263 
293 
323 
354 
384 
415 
445 
476 



183 
210 
237 
263 
290 
318 
345 
372 
399 
427 

187 
214 
242 
269 
297 
325 
353 
381 
409 



176 
201 
228 
253 
279 
306 
332 
358 
385 
412 

180 
206 
233 
259 
286 
313 
340 
367 
394 



437 421 

191 

219! . 

247 . 

2751 . 

304' . 

333 . 

361 . 

390 . 

419 . 

448 . 

195 . 

224 , 

253 . 

281 . 

310 . 

340 . 

369 . 

399 , 

428 . 

458 . 



232 




CAMBRIA STEEL 




SAFE LOADS IN THOUSANDS OF POUNDS FOR 




PLATE AND ANGLE COLUMNS. 




CALCULATED FOR RADIUS OF GYRATION 


n t n 




Based on 


AXIS 2-2. 

^ . . -^ , -^ 50000 
Gordon's Formula P= — t^tttt^ 
1 , (121^)- 


1^— » 


-t= 






X 


r 


^n 






Safety factor 4. 




• 36 000r2 a 1 










Area 


Least 








Size 

of 

Angles. 


Size 

of 

Plates. 


Weight 

of 
Column. 


of 

Column 
Section. 


Radius of 
Gyration 
Axis 1-1. 


Radius of 
Gyration 
Axis 2-2. 


I^ensrtli 
in Keet. 


Inches. 


Inches. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


Inches. 


4 


6 


8 


8 


x2i/^xM 

** 78 


6xM 


23.1 


6.79 


1.24 


2.41 


83 


82 


81 


(( 


44 _5 
t< 3/ 


28.8 


8.40 


1.27 


2.39 


103 


102 


100 


(( 


34.1 


9.98 


1.30 


2.37 


123 


121 


119 


(( 


(( 7 


4 4 Jp 


39.3 


11.53 


1.33 


2.35 


142 


140 


137 


(( 


" 1 


" >l 


44.2 


13.00 


1.36 


2.33 


161 


158 


155 


(( 


4 4 9 


49.5 


14.49 


1.39 


2.31 


179 


176 


173 


(( 


" il 


54.4 


15.94 


1.43 


2.29 


197 


194 


190 


3^ X 21^ X li 


7x1^ 


25.6 


7.50 


1.46 


2.88 


93 


92 


91 


tt ^ 


(( _7 


" ^/? 


31.8 


9.30 


1.49 


2.86 


115 


114 


113 


4( 


37.7 


11.07 


1.52 


2.84 


137 


136 


134 


(( 


" i 


43.6 


12.83 


1.55 


2.82 


159 


157 


155 


U 


a 1/ 

4« 9 


49.5 


14.50 


158 


2.80 


180 


178 


176 


(( 


44 i| 


55.0 


16.17 


1.61 


2.78 


200 


198 


196 


(( 


" i 


60.9 


17.82 


1.65 


2.76 


221 


219 


216 


(( 




66.4 


19.46 


1.68 


2.74 


241 


238 


235 


(( 


" M 


71.5 


21.00 


1.71 


2.72 


260 


257 


254 


4 


X 3 X 1^6 

44 3/ 
44 7 

" 1 


8xt% 


37.3 


10.86 


1.67 


3.25 


. 


134 


133 


(( 


" ^ 


44.2 


12.98 


1.70 


3.23 






160 


158 


(( 


4 4 7 


51.1 


15.02 


1.73 


3.21 






185 


183 


(( 


58.0 


17.00 


1.76 


3.18 






210 


207 


(( 


4 4 r9_ 


64.9 


19.02 


1.79 


3.16 






234 


231 


(( 


" 1 


4 4 5/ 

/8 


71.4 


20.98 


1.82 


3.14 






258 


255 


(( 


"' H 


77.9 


22.86 


1.85 


3.12 






282 


278 


(( 


" % 


84.4 


24.75 


1.89 


3.10 






305 


301 


(( 


" i 


90.5 


26.61 


1.92 


3.08 






328 


324 


(( 


97.0 


28.44 


1.95 


3.06 






350 


346 


5 


4 4 7^ 
44 1/ 
4 4 9^ 


10x,% 


45.4 


13.36 


2.08 


4.10 






166 


165 


(( 


4 4 3/ 


54.4 


15 94 


2.10 


4.08 






198 


196 


(( 


" T§ 


62.9 


18.49 


2.13 


4.06 






229 


228 


(( 


44 1/ 


71.4 


21.00 


2.16 


4.04 






260 


258 


a 


'* T% 


79.9 


23.53 


2.19 


4.02 






291 


289 


u 


44 5/ 

" k 

44 li; 


" Vs 


88.5 


25.98 


2.22 


4.00 






321 


319 


(( 


:: II 


96.6 


28.40 


2.25 


3.98 






351 


349 


(( 


104.7 


30.79 


2.29 


3.96 






381 


378 


(( 


44 13 
44 7/ 


112.8 


33.11 


2.32 


3.93 






410 


407 


a 




120.6 


35.48 


2.35 


3.91 






439 


436 


u 


" if 


128.7 


37.74 


2.38 


3.89 






467 


4&i 


6 


X3KX3/, 


12x^ 


62.1 


18.23 


2.56 


5.01 






. . . 


225 


ii 


" ^A 


71.9 


21.15 


2.59 


4.99 










261 


(( 


4 4 ,9 


81.6 


24.00 


2.62 


4.97 










297 


(( 


" i 


91.4 


26.86 


2.65 


4.95 










332 


(( 


44 ^ 
4 4 11 


101.1 


29.69 


2.68 


4 93 










367 


(( 


44 11 


110.5 


32.48 


2.71 


4.91 










402 


n 


44 ^ 

4 4 1 ; 

" • !l 


" M 


120.2 


35.29 


2.74 


4.88 










436 


(( 


" it 


129.2 


37.98 


2.77 


4.86 










470 


(( 


" ^ 


138.5 


40.69 


2.80 


4.84 










503 


(( 


" (1 


147.5 


43.36 


2.83 


4.82 










536 


(t 


44 "t 


'' 1 


156.4 


46.00 


2.86 


4.80 






i 




569 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANG-LB COLUMNS. 



CALCULATED FOR RADIUS OF GYRATION 
AXIS 2-2. 

50 OOP 

(12L)2 ' 

36000r2 



Based on Gordon's Formula F= 
Safety factor 4. 



1+ 



1 



I^eng^tli in Feet. 



10 


12 


14 


16 


18 


20 


22 


24 


26 


28 


30 


82 


34 


36 


38 


40 


79 


77 


74 


72 


69 


66 


63 


60 


58 


55 


52 












98 


95 


92 


89 


85 


82 


78 


75 


71 


68 


64 


, . 


, , 


, . 






116 


113 


109 


105 


101 


97 


92 


88 


84 


80 


76 


. 


. . 


. . 


. . 




134 


130 


126 


121 


116 


111 


106 


101 


96 


92 


87 


. , 


. , 


. , 


. . 




151 


147 


142 


137 


131 


126 


120 


114 


108 


103 


98 


. 


. . 


, . 


. . 




169 


163 


158 


152 


146 


139 


133 


127 


120 


114 


108 


. , 


, , 


, . 


. , 




185 


180 


173 


167 


160 


153 


146 


138 


132 


125 


118 


. . 


. . 


. . 


. . 




89 


88 


86 


83 


81 


79 


76 


73 


71 


68 


65 


63 


60 


58 


. . 




111 


109 


106 


103 


100 


97 


94 


91 


87 


84 


81 


77 


74 


71 


. . 




132 


129 


126 


123 


119 


115 


112 


108 


104 


100 


96 


92 


88 


84 


. , 




152 


149 


146 


142 


137 


133 


129 


124 


119 


115 


no 


106 


101 


97 


. , 




172 


169 


165 


160 


156 


151 


145 


140 


135 


129 


124 


119 


114 


109 


. . 




192 


188 


183 


178 


173 


167 


162 


156 


150 


144 


138 


132 


126 


121 


, . 




212 


207 


202 


196 


190 


184 


178 


171 


164 


158 


151 


145 


139 


132 


, . 




230 


225 


220 


214 


207 


200 


193 


186 


178 


171 


164 


157 


150 


144 


. . 


• • 


249 


244 


237 


231 


223 


216 


208 


200 


192 


184 


177 


169 


161 


154 


. . 




131 


129 


126 


124 


121 


118 


115 


111 


108 


105 


101 


98 


94 


91 


88 


85 


156 


153 


150 


147 


144 


140 


136 


132 


128 


124 


120 


116 


112 


108 


104 


100 


180 


177 


174 


170 


166 


162 


158 


153 


148 


143 


139 


134 


129 


124 


120 


115 


204 


201 


197 


193 


188 


184 


178 


173 


168 


162 


157 


151 


146 


141 


135 


130 


228 


224 


220 


215 


210 


205 


199 


193 


187 


181 


175 


168 


162 


156 


150 


145 


252 


247 


243 


237 


231 


225 


219 


212 


206 


199 


192 


185 


178 


172 


165 


159 


274 


270 


264 


259 


252 


245 


238 


231 


224 


216 


209 


201 


194 


187 


179 


173 


297 


292 


286 


280 


273 


265 


258 


250 


242 


233 


225 


217 


209 


201 


193 


186 


319 


314 


307 


300 


293 


285 


276 


268 


259 


250 


241 


232 


224 


215 


207 


199 


341 


335 


328 


321 


312 


304 


295 


285 


276 


266 


257 


248 


238 


229 


220 


211 


163 


161 


160 


157 


155 


153 


150 


147 


144 


141 


138 


134 


131 


128 


124 


121 


195 


193 


190 


188 


185 


182 


179 


175 


171 


168 


164 


160 


156 


152 


148 


144 


226 


223 


221 


218 


214 


211 


207 


203 


199 


194 


190 


185 


181 


176 


171 


166 


256 


254 


250 


247 


243 


239 


235 


230 


225 


220 


215 


210 


205 


199 


194 


189 


287 


284 


280 


276 


272 


267 


262 


257 


251 


246 


240 


234 


228 


222 


216 


210 


316 


313 


309 


305 


300 


295 


289 


283 


277 


271 


265 


258 


251 


245 


238 


232 


346 


342 


338 


333 


328 


322 


316 


309 


303 


296 


289 


282 


274 


267 


260 


252 


375 


371 


366 


361 


355 


349 


342 


335 


328 


320 


312 


305 


297 


289 


281 


273 


403 


399 


394 


388 


382 


375 


368 


360 


352 


344 


336 


327 


319 


310 


301 


293 


432 


427 


421 


415 


408 


401 


393 


385 


377 


368 


359 


350 


340 


331 


322 


313 


460 


454 


449 


442 


435 


427 


418 


410 


400 


391 


381 


371 


362 


352 


342 


332 


224 


222 


221 


218 


216 


214 


211 


208 


205 


202 


199 


196 


192 


189 


185 


181 


260 


258 


256 


253 


251 


248 


245 


242 


238 


234 


231 


227 


223 


218 


214 


210 


295 


293 


291 


288 


285 


282 


278 


274 


270 


266 


262 


257 


253 


248 


243 


238 


330 


328 


325 


322 


319 


315 


311 


307 


30^ 


^98 
3^ 


293 


288 


282 


277 


272 


266 


365 


363 


360 


356 


352 


348 


344 


339 


334 


-323 


318 


312 


306 


800 


294 


399 


397 


393 


389 


385 


381 


376 


371 


365 


359 


353 


347 


341 


334 


327 


321 


433 


430 


427 


422 


418 


413 


408 


402 


396 


889 


883 


376 


369 


362 


355 


347 


467 


463 


460 


455 


450 


445 


439 


433 


426 


419 


412 


405 


397 


389 


382 


374 


500 


496 


492 


487 


482 


476 


470 


463 


456 


449 


441 


433 


425 


417 


408 


400 


533 


529 


524 


519 


513 


507 


500 


493 


486 


478 


469 


461 


452 


443 


434 


425 


565 


561 


556 


551 


544 


538 


530 


523 


515 


506 


497 


488 


479 


469 


460 


450 



'. , -7^^'.,,.,.,=^ >.^— — ■ 



234 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANQLE COLUMNS. 



CALCULATED FOR RADIUS OF GYRATION 
AXIS 2-2. 



Based on Gordon's Formula P=- 



50 000 



Safety factor 4. 



1+ 



(12L) 2 
36000r2 



r 



J 
1 









Area 


Least 






Size 
of 

Angles. 


Size 
of 

Plates. 


Weight 


of 


Radius of 


Radius of 


I^ensrtli 


of 
Column. 


ColiiniTi 
Section. 


Gyration 
Axis 1-1. 


Gyration 
Aiis 2-2. 


in F'eet, 




Inches. 


Inches. 


Lbs.perft. 


Sq. Ins. 


Inches. 


Inches. 


4 1 6 1 8 


3 x2^,x_^ 


8x1^ 


24.8 


7.29 


1.19 


3.25 


90 89 


88 


(4 _5 


30.9 


9.02 


1.22 


3.23 


112 111 


110 


44 ^ 


86.6 


10.73 


1.25 


3.21 


133 132 


130 


44 44 1/ 


" I'k 


42.3 


12.40 


1.28 


3.19 


154 152 


151 


" K 


47.6 


14.00 


1.31 


3.17 


174 173 


171 


44 U 9 


4 4 9 


53.3 


15.61 


1.34 


3.15 


194 192 


190 


44 II 


58.6 


17.19 


1.37 


3.13 t 


213 212 


209 


3^x2^x3^ 


8x1^ 


26.4 


7.75 


1.44 


3.31 . 


. . 96 


95 


(4 6 


32.9 


9.61 


1.47 


3.28 . 


. . 119 


117 


44 ^ 


39.0 


11.44 


1.50 


3.26 . 


. . 141 


140 


'' /e 


4 4 1/ 

72 


45.1 


13.27 


1.53 


3.24 


. - 163 


161 


" *' ^ 


51.2 


15.00 


1.56 


3.22 


. . 185 


183 


4 1 4 4 9 


" T% 


56.9 


16.73 


1.59 


3.20 


206 


204 


;; ;; % 


" % 


63.0 


18.44 


1.62 


3.18 


. . 227 


225 


;; ;; n 




68.7 


20.15 


1.65 


3.16 . 


. . 248 


245 


74.0 


21.75 


1.68 


3.14 . 


. . 268 


265 


4 x3 Xy^e 


lOxyS^ 


39.4 


11.49 


1.62 


4.09 . 


. . 142 


141 


" Vs 


*' ?^ 


46.8 


13.73 


1.65 


4.07 . 


. . 170 


169 


" /e 


" I'k 


54.1 


15.90 


1.68 


4.04 . 


. . 197 


195 


" >l 


" 3^ 


61.4 


18.00 


1.71 


4.02 . 


. . 223 


222 


" T^6 


4 4 v. 


68.7 


20.15 


1.74 


400 . 


. . 249 


247 


" " % 


44 5/ 


75.7 


22.23 


1.77 


3.98 . 


. . I 275 


273 


4 4 4 4 11 
44 44 3/ 


' 4 11 
44 ^ 


82.6 


24.24 


1.80 


3.96 . 


. . 300 


298 


89.5 


26.2-5 


1.83 


3.94 . 


. . 325 


323 


44 44 13 

44 4. Jl 


" if 


96.0 


28.24 


1.86 


3.92 . 


. . 350 


347 


" ^ 


103.0 


30.19 


1.90 


3.90 


374 


371 


5 x3^x,J 


12x3:«e 


47.6 


13.98 


2.03 


4.95 - 





173 


" ^ 


56.9 


16.69 


2.06 


4.92 . 






206 


'' il 


" /' 


65.9 


19.36 


2.08 


4.90 . 






239 


44 44 1/ 


" K 


74.8 


22,00 


2.11 


4.88 - 






272 


4 4 41 jt 
44 44 5/ 


" T% 


83.8 


24.65 


2.14 


4.86 . 






304 


^' Vs 


92.7 


27.23 


2.17 


4.84 . 






336 


'4 4 4 11 
.4 ^ 


4 4 11 


101.3 


29.77 


2.20 


4.82 . 






368 


109.8 


32.29 


2.23 


4.80 






899 


44 13 


'' \i 


118.4 


34.73 


2.26 


4.78 , 






429 


44 44 ^ 


'' Va 


126.5 


37.23 


2.29 


4.76 . 






460 


4 4 4 4 15 


" M 


135.1 


39.61 


2.33 


4.74 , 


. 




490 


6 x3^,x^ 


14x^ 


647 


18.98 


2.51 


5.85 . 


. 






44 7 


74.8 


22.03 


2.54 


5.83 . 


, 








85.0 


25.00 


2.57 


5.81 . 


, 








" 1% 

44 h/ 


" V 


95.2 


27.99 


2.59 


5.79 . 


, 








105.3 


30.94 


2.62 


5.77 


. 








" (1 
44 44 a/ 


44 if 


115.1 


33.86 


2.65 


5.74 . 


^ 








125.3 


36.79 


2.68 


5.72 . . 


. . • 








:: :: | 


" i 


134.7 


39.61 


2.71 


5.70 . 


. 








144.5 


42.44 


2.74 


5.68 


. 








" if 


" (1 


153.8 


45.24 


2.77 


5 66 . 


. 








4 ( 4 4 -^JL 


4 4 -^ 


163.2 


48.00 


2.81 


5.64 


. . . 









CAMBRIA STEEL. 



235 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANQLB COLUMNS. 



CALCULATED FOR RADIUS OF GYRATION 
AXIS 2-2. 



Based on Gordon's Formula P- 
Safety factor 4. 



50 000 



1+ 



(12L)2 
36C00r2 



1 



I^engtli in Keet, 



10 


12 


14 I 16 


18 


20 

79 


22 

77 


24 

74 


26 

72 


28 

70 


30 

68 


32 

65 


34 

63 


36 

61 


38 

59 


40 


87 


86 


84 


83 


81 


56 


108 


106 


104 


102 


100 


97 


95 


92 


89 


86 


83 


81 


78 


75 


72 


70 


129 


127 


124 


122 


119 


116 


112 


109 


106 


102 


99 


96 


92 


89 


86 


82 


149 


146 


143 


140 


137 


133 


130 


126 


122 


118 


114 


110 


106 


102 


99 


95 


168 


166 


162 


159 


155 


151 


147 


142 


138 


133 


129 


124 


120 


115 


111 


107 


188 


184 


181 


177 


173 


168 


163 


158 


153 


148 


143 


138 


133 


128 


123 


119 


206 


203 


199 


195 


190 


185 


179 


174 


168 


163 


157 


151 


146 


140 


135 


130 


93 


92 


90 


189 


87 


85 


82 


80 


78 


75 


73 


70 


68 


66 


63 


61 


116 


114 


112 


110 


108 


105 


102 


99 


96 


93 


90 


87 


84 


81 


78 


75 


138 


136 


133 


130 


127 


124 


121 


118 


114 


110 


107 


103 


100 


96 


93 


89 


159 


157 


154 


151 


147 


144 


140 


136 


132 


127 


123 


119 


115 


111 


107 


103 


181 


178 


174 


171 


167 


162 


158 


153 


149 


144 


139 


134 


130 


125 


120 


116 


201 


198 


194 


190 


186 


181 


176 


171 


165 


160 


155 


149 


144 


139 


134 


129 


222 


218 


214 


209 


204 


199 


193 


188 


182 


176 


170 


164 


158 


152 


147 


141 


242 


238 


233 


228 


222 


217 


211 


204 


198 


191 


185 


178 


172 


165 


159 


153 


261 


257 


252 


246 


240 


234 


227 


220 


213 


206 


199 


192 


185 


178 


171 


165 


140 


139 


137 


135 


133 


131 


129 


126 


124 


121 


118 


115 


112 


110 


107 


104 


167 


165 


163 


161 


159 


156 


153 


150 


147 


144 


141 


137 


134 


130 


127 


123 


194 


192 


189 


187 


184 


181 


177 


174 


170 


166 


162 


159 


155 


151 


147 


143 


220 


217 


215 


212 


208 


205 


201 


197 


193 


189 


184 


180 


175 


170 


166 


161 


245 


243 


240 


236 


233 


229 


224 


220 


215 


210 


205 


200 


195 


190 


185 


180 


271 


268 


264 


261 


256 


252 


247 


242 


237 


232 


226 


220 


215 


209 


203 


198 


295 


292 


289 


284 


280 


275 


270 


264 


258 


253 


246 


240 


234 


228 


222 


215 


320 


316 


312 


308 


303 


298 


292 


286 


280 


273 


266 


260 


253 


246 


239 


232 


344 


340 


336 


331 


326 


820 


314 


,307 


300 


293 


286 


279 


271 


264 


257 


249 


368 


364 


359 


354 


348 


342 


335 


328 


320 


313 


305 


297 


289 


282 


274 


266 


172 


171 


169 


168 


166 


164 


162 


160 


157 


155 


152 


150 


147 


144 


141 


139 


205 


204 


202 


200 


198 


196 


193 


191 


188 


185 


182 


178 


175 


172 


168 


165 


238 


236 


234 


232 


230 


227 


224 


221 


218 


214 


210 


207 


203 


199 


195 


191 


270 


269 


266 


264 


261 


258 


254 


251 


247 


243 


239 


235 


230 


226 


221 


217 


303 


300 


298 


295 


292 


288 


284 


280 


276 


272 


267 


262 


257 


252 


247 


242 


334 


332 


S29 


326 


322 


318 


314 


309 


305 


300 


295 


289 


284 


278 


273 


267 


365 


363 


359 


356 


352 


348 


343 


338 


333 


327 


322 


316 


310 


304 


298 


291 


396 


393 


390 


386 


382 


377 


372 


366 


361 


355 


349 


342 


336 


329 


322 


3i5 


427 


423 


420 


415 


411 


406 


400 


394 


388 


382 


375 


368 


361 


354 


346 


339 


457 


453 


449 


445 


440 


434 


428 


422 


415 


408 


401 


394 


386 


378 


370 


362 


486 


483 


478 


474 


468 


462 


456 


449 


442 


434 


427 


419 


410 


402 


394 


385 


234 


233 


231 


230 


228 


226 


224 


222 


219 


217 


214 


211 


209 


206 


203 


199 


272 


270 


269 


267 


265 


263 


260 


257 


255 


252 


249 


245 


242 


239 


235 


231 


309 


307 


305 


303 


301 


298 


296 


293 


289 


286 


282 


279 


275 


271 


267 


263 


346 


344 


342 


340 


337 


334 


331 


327 


324 


320 


316 


312 


307 


303 


298 


294 


382 


380 


378 


375 


372 


369 


365 


362 


358 


353 


349 


344 


840 


335 


330 


324 


418 


416 


413 


411 


407 


404 


400 


396 


391 


387 


382 


377 


371 


366 


360 


355 


454 


451 


449 


445 


442 


438 


434 


429 


424 


419 


414 


408 


403 


397 


391 


384 


489 


487 


483 


480 


476 


472 


467 


462 


457 


452 


446 


440 


433 


427 


420 


414 


524 


•521 


518 


514 


610 


505 


500 


495 


490 


484 


477 


471 


464 


457 


450 


443 


559 


556 


552 


548 


544 


539 


533 


528 


521 


515 


508 


501 


494 


487 


479 


471 


593 


589 


586 


581 


577 


571 


566 


559 


553 


546 


539 1 


532 


524 


516 


508 


500 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. 



CALCULATED FOR RADIUS OF GYRATION 
AXIS 22. 



Based on Gordon's Formula P= 



50 000 



Safety factor 4. 



1+- 



(12L)2 
36 000 r^ 



J 



Size 
of 



Inches. 






23^ 



3>^x 



33^ 



% 



X)^8 
_7 



Size 

of 

Plates. 



Inches. 



10 x^ 



12 X ^^ 



% 



16 

Vs 

3^ 



^8 

7 

9 

16 

Ys 
11 

if 



14 X -i^ 

3/ 



% 



16x 



i 

13 

i3 
A 5 





irea 


Least 1 


Weight 


of 


Radius of 


of 


Column 


Gyration 


Column. 


Section. 


Axis 1-1. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


26.5 


7.79 


1.16 


33.0 


9.65 


1.18 


39.2 


11.48 


1.21 


45.3 


13.28 


1.24 


51.0 


15.00 


1.27 


67.1 


16.74 


1.30 


62.9 


18.44 


1.33 


28.1 


8.25 


1.39 


35.0 


10.24 


1.42 


41.6 


12.19 


1.45 


48.1 


14.15 


1.48 


54.6 


16.00 


1.51 


60.7 


17.86 


1.54 


67.3 


19.69 


1.57 


73.4 


21.53 


1.60 


79.1 


23.25 


i.as 


41.6 


12.11 


1.58 


49.3 


14.48 


1.61 


57.1 


16.77 


1.64 


64.8 


19.00 


1.66 


72.6 


21.27 


1.69 


79.9 


23.48 


1.72 


87.3 


25.61 


1.75 


94.6 


27.75 


1.78 


101.6 


29.86 


181 


108.9 


31.94 


1.84 


49.7 


14.61 


1.98 


59.5 


17.44 


2 01 


68.8 


20.24 


2.04 


78.2 


23.00 


2.07 


87.6 


25.78 


2.09 


96.9 


28.48 


2.12 


105.9 


31.15 


2.15 


114.9 


33.79 


2.18 


123.9 


36.36 


2.21 


132.5 


38.98 


2.24 


141.4 


41.49 


2.27 


67.2 


19.73 


2.46 


77.8 


22.90 


2.49 


88.4 


26.00 


2.52 


99.0 


29.11 


2.54 


109.6 


32.19 


2.57 


119.8 


35.23 


2 60 


130.4 


38.29 


2.63 


140.2 


41.23 


2.66 


150.4 


44.19 


2.69 


160.2 


47.11 


2.72 


170.0 


50.00 


2.75 



Radius of 
Gyration 
Axis 2-2. 



Inches. 



4.07 
4.05 
4.03 
4.01 
3.99 
3.96 
3.94 

4.13 
4.11 
4.09 
4.07 
4.05 
4.03 
4.01 
3.99 
3.97 

4.91 
4.89 
4.87 
4.85 
4.83 
4.81 
4 79 
4.77 
4 74 
4.72 

5.77 
5.75 
5.73 
5.71 
5.69 
5.67 
5.64 
5.62 
5.60 
5.58 
5.56 

6.68 
6.66 
6.64 
6.61 
6.59 
6.57 
6.55 
6.53 
6.51 
6.48 
6.46 



I^engtli 
in Feet. 



6 



96 

119 
142 
164 
186 
207 
228 
102 
127 
151 
175 
198 
221 
244 
266 
288 



8 



95 
118 
141 
163 
185 
206 
227 
102 
126 
150 
174 
197 
220 
242 
264 
286 
150 
179 
207 
235 
262 
290 
317 
343 
369 
395 



CAMBRIA STEEL. 237 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 






PLATS AND ANGLE COLUMNS. 


CALCULATED FOR 


RADIUS OF GYRATIOM n ? n 1 


AX 
Based on Gordon'^ 


JS 2-2» 


" 


L^ 


r^ 


1 


5 Formula P= 


uuuuu 


1-— 


p~ 


•-on 


——A 


:. (12L)2- 






Safety factor 4. ' 36 000 r2 ^ | 


I^ensrtli in Keet. 


12 


14 


16 


18 


20 


22 

87 


24 

85 


26 

83 


28 

81 


30 

80 


32 

78 


34 

76 


36 

74 


38 

72 


40 

70 


94 


92 


91 


90 


88 


116 


115 


113 


111 


109 


107 


105 


103 


101 


98 


96 


94 


91 


89 


86 


338 


136 


135 


132 


130 


128 


125 


123 


120 


117 


114 


111 


108 


105 


103 


160 


158 


156 


153 


150 


148 


145 


142 


138 


135 


132 


128 


325 


122 


118 


381 


179 


176 


173 


170 


167 


364 


160 


157 


153 


149 


145 


141 


138 


134 


202 


199 


196 


193 


190 


386 


183 


179 


174 


170 


166 


162 


157 


153 


149 


222 


219 


216 


213 


209 


205 


201 


196 


192 


187 


182 


178 


173 


168 


163 


100 


99 


97 


96 


94 


93 


91 


89 


87 


85 


83 


81 


79 


77 


75 


124 


122 


121 


119 


117 


115 


113 


110 


108 


106 


103 


101 


98 


95 


93 


147 


146 


144 


141 


139 


137 


134 


131 


128 


125 


122 


119 


116 


113 


110 


170 


168 


166 


164 


161 


158 


355 


152 


148 


145 


141 


138 


134 


131 


327 


193 


191 


188 


185 


182 


179 


175 


172 


168 


164 


160 


156 


152 


148 


144 


216 


213 


210 


207 


203 


199 


195 


191 


187 


183 


178 


174 


169 


165 


160 


238 


235 


231 


228 


224 


220 


215 


211 


206 


201 


196 


191 


186 


181 


176 


259 


256 


252 


248 


244 


239 


235 


230 


224 


219 


214 


208 


203 


197 


191 


280 


277 


273 


268 


264 


259 


253 


248 


242 


236 


231 


225 


219 


213 


207 


148 


147 


145 


144 


142 


140 


138 


136 


134 


132 


129 


127 


125 


122 


120 


176 


175 


173 


171 


169 


167 


165 


162 


160 


157 


354 


151 


148 


145 


142 


204 


202 


200 


198 


196 


193 


191 


188 


385 


182 


178 


175 


172 


168 


165 


232 


230 


228 


225 


222 


219 


216 


213 


210 


206 


202 


198 


195 


191 


187 


259 


257 


254 


251 


248 


245 


242 


238 


234 


230 


226 


221 


217 


213 


208 


286 


283 


281 


277 


274 


270 


266 


262 


258 


254 


249 


244 


239 


234 


229 


312 


310 


306 


303 


299 


295 


291 


286 


282 


277 


272 


266 


261 


256 


250 


338 


335 


332 


328 


324 


320 


315 


310 


305 


299 


294 


288 


282 


277 


271 


364 


361 


357 


353 


348 


344 


339 


333 


328 


322 


316 


310 


303 


297 


291 


389 


386 


382 


377 


373 


367 


362 


356 


350 


344 


337 


331 


324 


317 


310 


180 


178 


177 


176 


174 


173 


171 


169 


167 


165 


163 


160 


158 


156 


153 


214 


213 


211 


210 


208 


206 


204 


202 


199 


197 


194 


191 


188 


186 


183 


249 


247 


245 


243 


241 


239 


236 


234 


231 


228 


225 


222 


218 


215 


212 


283 


281 


279 


277 


274 


271 


269 


265 


262 


259 


255 


252 


248 


244 


240 


316 


314 


312 


309 


307 


804 


300 


297 


293 


290 


286 


281 


277 


273 


269 


349 


347 


345 


342 


339 


335 


332 


328 


324 


320 


315 


311 


306 


301 


296 


382 


380 


377 


374 


370 


367 


363 


358 


354 


349 


345 


340 


334 


329 


324 


414 


412 


409 


405 


402 


398 


393 


389 


384 


379 


373 


368 


362 


357 


351 


446 


443 


440 


436 


432 


428 


423 


418 


413 


408 


402 


396 


390 


384 


378 


478 


475 


471 


467 


463 


458 


453 


448 


442 


436 


430 


424 


417 


411 


404 


509 


506 


502 


498 


493 


488 


483 


477 


471 


465 


458 


451 


444 


437 


430 


243 


242 


241 


239 


238 


236 


234 


232 


230 


228 


225 


223 


221 


218 


215 


282 


281 


279 


278 


276 


274 


272 


269 


267 


264 


262 


259 


256 


253 


250 


321 


319 


318 


316 


314 


311 


309 


306 


303 


300 


297 


294 


293. 


287 


284 


359 


357 


356 


353 


351 


348 


346 


343 


340 


336 


333 


329 


325 


321 


317 


397 


395 


393 


391 


388 


385 


382 


379 


375 


372 


368 


364 


359 


355 


351 


435 


433 


430 


428 


425 


421 


418 


414 


411 


406 


402 


398 


393 


388 


384 


472 


470 


467 


464 


461 


457 


454 


450 


446 


441 


436 


432 


427 


421 


416 


509 


506 


503 


500 


497 


493 


489 


485 


480 


475 


470 


465 


459 


454 


448 


545 


542 


539 


536 


532 


528 


524 


519 


514 


509 


504 


498 


492 


486 


480 


581 


578 


575 


571 


567 


563 


558 


553 


548 


542 


537 


531 


524 


518 


511 


617 


613 


610 


606 


602 


597 


592 


587 


581 


575 


569 


563 


556 


549 


542 



238 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOB 
PLATE AND ANGLE COLUMNS. 



CALCULATED FOR RADIUS OF GYRATION 
AXIS 22. 



Based on Grordon's Formula P= 



50 000 



L 



Safety factor 4. 



1+oJ 



12Li2 



36 000 r^ 



^ 





Size 




Size 


Veight 




of 




of 


of 




Angles. 




Plates. 


Column. 


Inches. 


Inches. 


Lbs.perFt, 


3 


x23^ 


^% 


12x>^ 


2^.2 


u 






'' ft 


3-5.2 


(( 




vs 


41.7 


ii 




TR 




4S.3 


'* 




y^ 


" Yl 


•54.4 



Area 

of 

Column 

Section. 



3S^ X 23^ X 1^ 



4x3 



16 



/■4 
X t't? 



5^S 
1 1 

/4 
13 



2 
k k % t g 

" '' 11 

" •' M 

4< tt 13 

6 X 3^ X ^ 







H 






9 






^i 






11 






^Z 






4^- 












i| 






1 



12 x3^ 



re 

I'e 
/2 



" 11 

" II 

14 X .% 



72 



% 



^31^x^1 16 xt 



16 xt% 



n 

il 

13 



18 x 



_7 
15 

9 
15 

11 

13 

^^ 
/8 

if 
1 



61.0 
67.1 

29.8 

37.2 

44.1 

51.1 

58.0 

&4.6 

71 

7S 

84 

43 
51 
60 
68.2 
76.4 
84.1 
91.9 
99.7 
107.1 
114.9 

51.8 

62.0 

71.8 

SI 

91 

101 

110 

120 

129 

138.4 

147.8 

69.8 

80.8 

91.8 

102.8 

113.9 

124 5 

13-5.5 

14.5.7 

156.4 

166.6 

176.8 



iRa/iius of ^^'^^^s. °^ 1 
i&Tiauon ^^^^10^ I 



in Keet. 



Sq. Ins. I Inches. Inches, j 6 8 



10 



8/^9 
10.27 
12.23 
14.15 
16.00 
17.86 
19.69 

8.75 
10.86 
12.94 
15.02 
17.00 
18.98 
20.94 
22.90 
24.75 
12.74 
1-5.23 
17.65 
20.00 
22.40 
24.73 
26.99 
29.25 
31.49 
33.69 
15.23 
18.19 
21.11 
24.00 
26.90 
29.73 
32.-52 
3-5.29 
37.98 
40.73 
43.36 

20.48 
2:3.78 
27.00 
3iD.24 
3:3.44 
36.61 
39.79 
42.86 
45.94 
48.99 
52.00 



1.12 
1.15 
1.17 
1.20 
1.2:3 
1.26 
1.28 
1.35 
1.38 
1.41 
1.43 
1.46 
1.49 
1.-52 
1.-55 
1.58 

1.54 
1.-57 
1.60 
1.62 
1.6.5 
1.68 
1.71 
1.74 
1.77 
1.80 
1.94 
1.97 
2.00 
2.02 
2.05 
2.08 
2.11 
2.14 
2.17 
2.19 
2.22 
2 42 
2.44 
2.47 
2.-50 
2.-52 
2.-55 
2.-58 
2.61 
2.64 
2.67 
2.70 



4.87 

4.85 
4.83 
4.81 
4.78 
4.76 
4.74 
4.94 
4.92 
4.90 
4.8.S 
4.85 
4.83 
4.81 
4.79 
4.77 

5.72 
5.70 

5. 68 
5.66 
5.63 
5.61 
5.-59 
5.57 
5.55 
5.-53 
6.-59 
6.-57 
6.-54 
6.-52 
6.-50 
6.48 
6.46 
6.44 
6.41 
6.:39 
6.37 

7.49 
7.47 
7.45 
7.42 
7.40 
7.38 
7.36 
7.34 
7.32 
7.29 
7.27 



103 

127 
151 
175 
199 
2-^2 
24-5 



102 

126 
151 
174 
198 
•>')[ 

243 
108 
134 
160 
185 
210 
235 
2-59 
283 
306 

1-58 
188 
218 
248 
277 
306 
3:35 
36:3 
390 
418 



101 

126 

1-50 
173 
197 
219 
242 

108 

, 1-34 

159 

184 

2U9 

2:33 

: 257 

' 281 

I 304 

i 157 

1 188 

I 217 

247 

276 

305 

3:3:3 

361 

; 389 

I 416 

i 189 
22.5 
261 

i 297 

\ 868 
! 402 
. 436 
• 470 
' 504 
537 









CAMBRIA STEEIi. 






289 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 






PLATE AND ANG-LB COLUMNS. 




CALCULATED FOR RADIUS OF GYRATION 




1 


•? n 


Based 


AXIS 2-2. 
on Gordon's Formula P- f.^^^.^ . 
Safety factor 4. ^ 36 000 r^ 






L^n_ 


r^ 


•« 


t— 




r 


^ 


i 








J 


J' 


I^eii§:tti in F'eet. 


12 


14 


16 

99 


18 


20 


22 


24 


26 


28 


30 


32 


34 

86 


36 

85 


38 

83 


40 

81 


101 


100 


98 


97 


95 


94 


93 


91 


90 


88 


125 


124 


123 


121 


120 


118 


116 


115 


113 


111 


109 


107 


105 


103 


101 


149 


147 


146 


144 


143 


141 


139 


137 


134 


132 


130 


127 


125 


122 


120 


172 


171 


169 


167 


165 


163 


160 


158 


155 


153 


150 


147 


144 


141 


138 


195 


193 


191 


189 


187 


184 


182 


179 


176 


173 


170 


166 


163 


160 


156 


218 


216 


214 


211 


209 


206 


203 


199 


196 


193 


189 


185 


182 


178 


174 


240 


238 


235 


233 


230 


227 


223 


220 


216 


212 


208 


204 


200 


196 


192 


107 


106 


105 


104 


103 


101 


100 


98 


97 


95 


94 


92 


90 


88 


87 


133 


131 


130 


129 


127 


126 


124 


122 


120 


118 


116 


114 


112 


110 


107 


158 


157 


155 


153 


152 


150 


148 


145 


143 


141 


138 


136 


133 


130 


128 


183 


181 


180 


178 


175 


173 


171 


168 


165 


163 


160 


157 


154 


151 


148 


207 


206 


204 


201 


199 


196 


194 


191 


188 


184 


181 


178 


174 


171 


167 


232 


230 


227 


225 


222 


219 


216 


213 


209 


206 


202 


198 


194 


190 


186 


255 


253 


251 


248 


245 


^2 


238 


234 


231 


227 


222 


218 


214 


210 


205 


279 


276 


274 


270 


267 


264 


260 


256 


251 


247 


242 


238 


233 


228 


223 


302 


299 


296 


293 


289 


285 


281 


277 


272 


267 


262 


257 


252 


247 


241 


156 


156 


154 


153 


152 


150 


149 


147 


145 


143 


142 


140 


137 


135 


133 


187 


185 


184 


183 


181 


179 


177 


175 


173 


171 


169 


166 


164 


161 


159 


216 


215 


213 


212 


210 


208 


205 


203 


201 


198 


195 


193 


190 


187 


184 


246 


244 


242 


240 


238 


236 


233 


231 


228 


225 


222 


218 


215 


212 


208 


275 


273 


271 


269 


266 


263 


261 


258 


254 


251 


248 


244 


240 


236 


233 


303 


301 


299 


296 


294 


291 


288 


284 


281 


277 


273 


269 


265 


261 


257 


331 


329 


327 


324 


321 


318 


314 


311 


307 


303 


298 


294 


289 


285 


280 


359 


357 


354 


351 


348 


344 


340 


336 


332 


328 


323 


318 


313 


308 


303 


386 


384 


381 


378 


374 


370 


366 


362 


357 


352 


347 


342 


337 


331 


326 


413 


411 


407 


404 


400 


396 


392 


387 


382 


377 


371 


366 


360 


354 


348 


188 


187 


186 


185 


184 


182 


181 


179 


178 


176 


174 


172 


170 


168 


166 


224 


223 


222 


2?1 


219 


218 


216 


214 


212 


210 


208 


205 


203 


201 


198 


260 


259 


258 


256 


254 


252 


250 


248 


246 


243 


241 


238 


235 


233 


230 


296 


295 


293 


291 


289 


287 


285 


282 


279 


277 


274 


271 


267 


264 


261 


331 


330 


328 


326 


324 


321 


318 


316 


313 


309 


306 


303 


299 


295 


292 


366 


364 


362 


360 


357 


355 


352 


349 


345 


342 


338 


334 


330 


326 


322 


400 


399 


396 


394 


391 


388 


385 


381 


378 


374 


370 


365 


361 


357 


352 


435 


432 


430 


427 


424 


421 


417 


414 


410 


405 


401 


396 


392 


387 


382 


468 


466 


463 


460 


457 


453 


450 


445 


441 


437 


432 


427 


422 


416 


411 


502 


499 


496 


493 


489 


486 


481 


477 


472 


467 


462 


457 


451 


446 


440 


534 


532 


529 


525 


521 


517 


513 


508 


503 


498 


492 


487 


481 


475 


468 


253 


2-52 


251 


250 


248 


247 


245 


244 


242 


240 


238 


236 


234 


232 


229 


294 


293 


291 


290 


288 


287 


285 


283 


281 


279 


276 


274 


272 


269 


266 


334 


333 


331 


330 


328 


326 


324 


322 


319 


317 


314 


312 


309 


306 


303 


374 


373 


371 


369 


367 


365 


363 


360 


358 


355 


352 


349 


346 


342 


339 


414 


412 


410 


408 


406 


404 


401 


398 


395 


392 


389 


385 


382 


378 


374 


453 


451 


449 


447 


445 


442 


439 


436 


433 


429 


426 


422 


418 


414 


410 


492 


490 


488 


485 


483 


4S0 


477 


473 


470 


466 


462 


458 


453 


449 


444 


530 


528 


526 


523 


520 


517 


514 


510 


506 


502 


498 


493 


489 


484 


479 


568 


5m 


563 


561 


558 


554 


551 


547 


542 


538 


533 


529 


524 


518 


513 


606 


603 


601 


598 


595 


591 


587 


583 


578 


574 


569 


563 


558 


552 


547 


643 


641 


638 


634 


631 


627 


623 


618 


614 


609 


603 


598 


592 


586 


580 



240 CAMBKIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 




PLATE AND ANGLE COLUMNS. | 




CALCULATED FOR RADIUS OF GYRATION 


. ? . 1 




AXIS 2-2. 

CA AAA 




}=^ 


^ 1 


L 


Based on Gordon's Formula P=- 

1- 


uuuuu 


1 


^^ 


^ 


, (12 L)2 






Safety Factor 4. 36 000 r^ 


" k 






Size 


Size 


Weight 


Area 
of 


Least 
Radius of 


Radius of 


I^engtli 




of 

Angles. 


of 

Plates. 


of 

Column. 


Column 

Section, 


Gyration 
Axis i-1. 


Gyration 
Aiis 2-2. 


in Feet. 


Inches. 


Inches. 


Lbs.perFt. 


S(i. Ins. 


Inches. 


Inches. 


10 


12 


7 


X 3>^ X /^ 


^^^^S 


80.8 


23.78 


3.05 


5.92 


293 


292 


(( 


y2 


91.8 


27.00 


3.08 


5.90 


334 


332 


(( 


" T% 


*' T% 


103.2 


30.24 


3.11 


5.87 


374 


372 


(( 


" Vs 


" ^/^ 


113.7 


33.48 


3.13 


5.85 


413 


411 


(( 


H 




124.7 


36.61 


3.17 


5.83 


452 


450 


(( 


" % 


135.3 


39.79 


3.20 


5.81 


491 


489 


(( 


(( 13 


" if 


145.9 


•42.90 


3.23 


5,79 


529 


527 


(( 


4( 7/ 


156.5 


45.98 


3.26 


5.76 


567 


561 


(( 


it 


" if 


166.6 


49.03 


3.29 


5.74 


605 


602 


(( 


1 


" 1 


176.8 


52.00 


3.32 


5.72 


642 


639 


7 


X 3)^ X ^^ 


16x1% 


83.8 


24.65 


3.00 


6.75 




304 


u 


44 1/ 


95.2 


28.00 


3.02 


6.73 






346 


(( 


U _9 


'4 _9l 
44 5/ 


107 


31.36 


3.06 


6.71 






387 


(( 


" % 


118.0 


34.73 


3.08 


6.69 






428 


it 


" 11 


*' H- 


129.4 


37.98 


3.11 


6.67 






469 


n 


% 


" % 


140.4 


4129 


3.14 


6.64 






509 


n 


" S 


" if 


151.4 


44.52 


3.17 


6.62 






549 


n 


" % 


162.4 


47.73 


3 20 


6.60 






588 


n 


4< 15 

' 5 


^' if 


173.0 


50.90 


3.23 


6.58 






627 


u 


1 


" i 


183.6 


54.00 


3.26 


6.56 1 






666 


7 


x3>^x/. 


18 x/^ 


86.8 


25.53 


2.94 


7.58 






315 


(( 


" ^ 


98.6 


29.00 


2.97 


7.55 






359 


li 


'' tI 


4 4 V 
4 4 5/ 

/8 


110.8 


32.49 


3.00 


7.53 






402 


n 


" ^/^ 


122.3 


35.98 


3.02 


7.51 






445 


n 


H 


:: 11 


134.1 


89.36 


3.06 


7.49 






487 


(( 


" % 


145.5 


42.79 


3.08 


7.47 






529 


(( 


'' (1 


" if 


156.9 


46.15 


3.11 


7.44 






570 


(( 


'' % 


" Va 


168.4 


49.48 


3.14 


7.42 






612 


(( 


H 


44 5 


179.4 


52.78 


3.17 


7.40 






6.52 


(( 


1 


" 1 


190.4 


56.00 


3.20 


7.38 






693 


7 


.sy^.p 


20 X /^ 


89.8 


26.40 


2.89 


8.89 








(( 


" 3^ 


102.0 


30.00 


2.92 


8.37 






... 




(( 


H 9 

" 5/ 
/8 


4 4 9 


114.7 


33.61 


2.95 


8.34 






1 . . . 




({ 


126.5 


37.23 


2.97 


8.32 






! . . . 




u 


H 


" II 


138.7 


40.73 


3.00 


8.30 






... 




(( 


" % 


150.6 


44.29 


3.03 


8.28 






1 . . . 




(( 


" il 


44 13 


162.5 


47.77 


3.06 


8.25 










(( 


'' Vs 


174.3 


51.23 


3.09 


8.23 






' . . . 




(( 


:: 1^ 


'' if 


185.8 


54.65 


8.12 


8.21 










(( 


" 1 1 197.2 


58.00 


3.15 


8.19 


.... 


1 . . • . 



CAMBRIA STEEL. 



241 



SAFE LOADS IN THOUSANDS OP POUNDS FOR 
PLATE AND ANQLE COLUMNS. 



CALCULATED FOR RADIUS OF GYRATION 
AXIS 2-2. 



Based on Gordon's Formula P= 



50 000 



Safety Factor 4. 



1+ 



(12L)2 - 
36 000 r2 



J 



1 



I^ensrtli in Keet, 



14 


16 


18 


20 


22 


24 


26 


28 

272 


30 

269 


32 

266 


34 

262 


36 

258 


38 

255 


40 


290 


288 


286 


284 


281 


278 


275 


251 


330 


328 


325 


323 


320 


317 


313 


310 


306 


802 


298 


294 


289 


285 


370 


367 


364 


361 


358 


354 


351 


847 


342 


338 


888 


329 


324 


819 


409 


406 


403 


399 


396 


392 


387 


883 


378 


873 


868 


368 


358 


852 


447 


444 


441 


437 


433 


429 


424 


419 


414 


408 


403 


397 


391 


385 


486 


482 


478 


474 


470 


465 


460 


455 


449 


443 


437 


431 


424 


418 


523 


520 


516 


511 


506 


501 


496 


490 


484. 


477 


471 


464 


457 


450 


561 


557 


553 


548 


543 


537 


531 


525 


518 


511 


504 


497 


489 


482 


598 


594 


589 


584 


578 


572 


566 


559 


552 


545 


537 


529 


521 


513 


635 


630 


625 


620 


614 


607 


600 


593 


586 


578 


570 


561 


553 


544 


302 


301 


299 


297 


295 


293 


290 


288 


285 


282 


279 


276 


273 


270 


344 


342 


340 


338 


336 


333 


330 


327 


324 


821 


818 


314 


310 


807 


385 


383 


381 


379 


376 


373 


870 


366 


363 


359 


355 


352 


347 


343 


426 


424 


421 


419 


416 


412 


409 


405 


401 


397 


398 


389 


884 


379 


467 


464 


461 


458 


455 


451 


448 


443 


439 


485 


430 


425 


420 


415 


507 


504 


501 


498 


494 


490 


486 


481 


477 


472 


467 


461 


456 


450 


546 


543 


540 


536 


532 


528 


524 


519 


514 


509 


503 


497 


491 


485 


586 


582 


579 


575 


571 


566 


561 


556 


551 


545 


589 


533 


526 


520 


624 


621 


617 


613 


609 


604 


598 


593 


587 


581 


574 


568 


561 


554 


663 


659 


655 


651 


646 


641 


635 


629 


623 


616 


609 


602 


595 


588 


314 


313 


312 


310 


308 


306 


804 


302 


300 


297 


295 


292 


290 


287 


358 


356 


354 


353 


351 


348 


346 


344 


341 


838 


335 


832 


329 


826 


401 


399 


397 


395 


893 


390 


388 


385 


382 


379 


376 


872 


369 


365 


443 


441 


439 


437 


434 


432 


429 


426 


422 


419 


415 


411 


408 


403 


485 


483 


481 


478 


476 


473 


469 


466 


462 


459 


455 


450 


446 


442 


527 


525 


522 


519 


516 


513 


510 


506 


502 


498 


498 


489 


484 


479 


568 


566 


563 


560 


557 


553 


550 


546 


541 


537 


582 


527 


522 


517 


609 


607 


604 


601 


597 


593 


589 


585 


580 


575 


570 


565 


559 


554 


650 


647 


644 


641 


637 


633 


628 


624 


619 


613 


608 


602 


596 


590 


690 


687 


684 


680 


676 


672 


667 


662 


657 


651 


645 


639 


633 


626 


326 


325 


324 


322 


321 


319 


317 


315 


313 


811 


309 


307 


305 


302 


371 


370 


368 


367 


365 


363 


361 


359 


357 


354 


352 


349 


346 


344 


415 


414 


412 


411 


409 


407 


404 


402 


399 


397 


894 


391 


888 


885 


460 


458 


456 


454 


452 


450 


447 


445 


442 


439 


436 


432 


429 


426 


503 


502 


500 


498 


495 


493 


490 


487 


484 


481 


477 


473 


470 


466 


547 


545 


543 


541 


538 


535 


532 


529 


526 


522 


518 


514 


510 


506 


590 


588 


585 


583 


580 


577 


574 


570 


567 


568 


559 


554 


550 


545 


633 


630 


628 


625 


622 


619 


615 


612 


608 


608 


599 


594 


590 


585 


675 


672 


670 


667 


664 


660 


656 


652 


648 


644 


639 


634 


629 


623 


717 


714 


711 


708 


705 


701 


697 


693 


688 


683 


678 


673 


667 


662 



242 




CAMBBIA STEEL 


• 








SAFE LOADS IN THOUSANDS OF POUNDS 






FOR Z-BAR COLUMNS. 












SQUARE ENDS. 










Based on Gordon's Formula P= Tio l^2* Safety factor 4. 

"'-'^36 000 r^ 








1 1 rp 


=3 










P"^ 




Thickness 


Area 


Weight 


Least 
Radius 












Section 
of 


of Web- 
plate and 
Z-Bars. 


of 
Column 
Section. 


Column 
Foot. 


of 
Gyra- 
tion. 




i^eiis:tti 


in F^eet. 




Column. 
























Inches. 


S^. Ins. 


Pounds. 


Inches. 


4 


6 


8 


10 


12 


14 


4-3^' 


M 


9.31 


31.7 


1.86 


114 


112 


108 


104 


100 


95 


Z-Bars 


T^B 


11.72 


39.7 


1.91 


144 


141 


137 


132 


126 


121 


and 


% 


13.59 


46.1 


1.88 


167 


163 


158 


153 


146 


189 


1 Web-plate 


x'k 


15.97 


54.2 


1.93 


196 


192 


187 


180 


173 


165 


by^' wide. 


% 


17.62 


59.8 


1.90 


216 


212 


206 


198 


190 


181 




T% 


19.97 


67.8 


1.95 


245 


240 


234 


226 


216 


207 




% 


11.31 


38.5 


2.46 


140 


138 


135 


132 


129 


125 




1% 


14.22 


48.4 


2.51 


176 


174 


171 


167 


163 


158 


4_4// 


Vs 


17.16 


58.2 


2.56 


212 


210 


207 


202 


197 


191 


Z-Bars 


7 


19.14 


a5.2 


2.49 


237 


234 


230 


225 


219 


213 


and 


22.00 


74.7 


2.54 


272 


269 


265 


259 


253 


245 


1 Web-plate 


Ps 


24.89 


84.5 


2.59 


308 


805 


300 


293 


287 


279 


Qy^" wide. 


26.41 


89.9 


2.52 


327 


323 


317 


310 


302 


293 




T^ 


29.22 


99.4 


2.57 


362 


358 


352 


344 


336 


327 




% 


32.06 


109.2 


2.62 


397 


392 


386 


379 


369 


360 




1^6 


15.78 


52.8 


3.08 




194 


192 


189 


186 


182 




% 


19.03 


64.5 


3.13 


, 




234 


232 


229 


225 


220 


4-5" 


i 


22.31 


76.0 


3.18 






275 


272 


269 


264 


259 


Z-Bars 


24.50 


83.5 


3.10 


, 




302 


298 


294 


289 


283 


and 




27.70 


94.2 


3.15 






341 


338 


333 


327 


321 


\ Web-plate 


78 


30.94 


105.3 


3.21 


. 




381 


377 


372 


367 


859 


"7" wide. 


II 


32.66 


111.2 


3.13 


. 




402 


398 


392 


886 


378 




35.81 


121.9 


3.18 






441 


437 


431 


423 


415 




li 


39.00 


132.5 


3.24 


• 




481 


476 


469 


462 


454 




Vs 


21.28 


72.3 


3.68 






263 


261 


258 


255 


251 




% 


24.94 


84.7 


3.73 


. 




309 


306 


303 


299 


295 


4-6" 


28.62 


97.2 


3.78 


, 




3-54 


352 


348 


344 


839 


Z-Bars 


vs 


31.08 


105.6 


3.70 


, 




385 


381 


377 


373 


367 


and 


34.69 


118.1 


3.75 






429 


426 


421 


417 


411 


1 Web-plate 


1 


38.33 


130.5 


3.73 


. 




474 


471 


466 


460 


4.53 


7M'' wide. 


40.31 


137.0 


3.67 






499 


494 


490 


483 


476 




A 


43.87 


149.0 


3.65 






543 


538 


533 


525 


519 




47.47 


161.5 


3.63 


• 




587 


582 


575 


569 


559 






For detail dimensions 


see page 


201. 









CAMBBIA STEEL. 



243 



SAFE LOADS IN THOUSANDS OF POUNDS 

FOR Z-BAR COLUMNS. 

SQUARE ENDS. 

50 000 



Based on Gordon*s Forxnula P= 



1 + 



(12 L)^ 
36000r2 



Safety factor 4. 
































Thick- 
















ness 








I^ensrtti in 


Keet, 


of Web- 
plate 
















and 
















Z-Bars. 


16 


18 


20 


22 


24 


26 


28 


30 


32 


34 


36 


Inches. 


90 


85 


79 


















. M 


114 


108 


102 


• . . 


. . 




















: 1 


132 


124 


117 


. 


. 




, 








. 








157 


148 


139 


. . . 


. . 






















172 


162 


153 


. 


. 




, 








. 








/2 


197 


186 


175 


. . . 


. . . 












, . . 








. i 


121 


117 


112 


107 


102 


98 


















■ YAt 


153 


147 


142 


136 


130 


124 


















• fs 


186 


179 


173 


166 


158 


151 


, 


















206 


198 


190 


183 


175 


167 


. 
















A 


237 


229 


220 


211 


203 


194 








. 










k 


270 


260 


251 


241 


231 


222 


. 
















t 


285 


275 


264 


253 


243 


232 




















317 


305 


294 


282 


271 


259 


. 
















\l 


349 


337 


326 


313 


299 


288 


• • 






• 










% 


178 


174 


169 


164 


159 


154 


148 


143 


138 


133 




IS 


215 


210 


204 


199 


192 


186 


181 


174 


168 


161 




% 


254 


247 


241 


234 


228 


220 


213 


206 


198 


191 




t 


276 


270 


262 


255 


248 


239 


231 


223 


215 


206 




>l 


314 


306 


299 


289 


281 


271 


263 


254 


245 


236 




tI 


352 


344 


335 


325 


316 


306 


297 


287 


276 


267 




% 


370 


360 


351 


341 


330 


320 


310 


298 


288 


277 




VAr 


407 


396 


386 


376 


365 


353 


342 


331 


318 


307 




445 


433 


423 


411 


400 


388 


376 


362 


350 


338 




it 


248 


243 


238 


233 


228 


221 


216 


210 


204 


199 


192 


% 


290 


285 


279 


274 


268 


261 


254 


248 


241 


234 


227 


7 


334 


328 


322 


315 


309 


300 


293 


286 


278 


270 


263 


362 


354 


348 


341 


332 


325 


316 


308 


300 


290 


282 




404 


397 


390 


381 


373 


364 


354 


345 


336 


326 


317 


To 


446 


439 


429 


421 


412 


401 


391 


381 


370 


360 


348 


-ii 


468 


460 


451 


440 


431 


419 


409 


397 


387 


374 


364 


% 


509 


500 


489 


479 


467 


456 


443 


432 


419 


407 


394 


1 


551 


539 


529 


516 


505 


491 


480 


465 


453 


438 


426 



For detail dimensions see page 201. 



244 






CAMBRIA 


STEEL. 








SAFE 


LOADS IN THOUSANDS OF POUNDS 


FOB 




Z-BAR AND PLATE COLUMNS. 






Based on 


Gordon 


's Formula P 


50 000 
" (12L)2- 
"^ 36 000 r2 


Safety Factor 4. 


U li-- 

'^ 


~"^i 
-^^ 
















^1 


^^ 


^ 




SQU^FiE: ENDS. 






^-rzr 


^ 




^ 
















•-a 


■T5-' 


i 


Thick- 


Area 

of 
Coiumn 
Section, 




Least 












Section 


ness 


Weight 


Radius 












of 


of 


of 




I^engtli in F'eet. | 


of 


Cover 


Column. 


Gyra- 














Plates. 






tion 












Column. , 




















Inches, 


S^. Ins, 


Lhs.perPt. 


Inches. 


10 


12 


14 


16 


18 


20 


22 




y^ 


48.83 


166.2 


3.80 


594 


587 


579 


570 


560 


549 


538 


4 Z-Bars 

6^^'^x 

andl 

Web-plate 

7%" 1 W' 


t 


50.58 


172.2 


3.81 


615 


608 


600 


591 


580 


569 


5-58 


% 


52.33 


178.1 


3 82 


657 


629 


621 


611 


601 


589 


577 


ft 


54.08 


184.1 


3.82 


658 


6-50 


&42 


632 


621 


609 


597 


55.83 


190.0 


3.83 


679 


671 


662 


652 


641 


629 


616 


t4 


57.58 


196.0 


3.84 


701 


693 


683 


673 


661 


649 


636 


% 


59.33 


201.9 


3.84 


722 


714 


704 


694 


682 


669 


656 


% 


61.08 


207.9 


3.85 


743 


735 


725 


714 


702 


689 


675 




62.83 


213.8 


3.85 


765 


756 


746 


7a5 


722 


709 


695 




% 


50.81 


172.7 


3.75 


618 


610 


602 


592 


582 


570 


558 


4 Z-Bars 

e'^x 

Z%" X %'' 

andl 
Web-plaie 
1%" X %" 




52.56 


178.6 


3.76 


639 


631 


623 


613 


602 


590 


578 


x/ 


54.31 


184.6 


3.77 


660 


6.53 


643 


633 


622 


610 


598 


p 


56.06 


190.5 


3.78 


682 


674 


664 


654 


643 


630 


617 


57.81 


196.5 


3.79 


703 


695 


685 


675 


663 


6-50 


637 


i 


59.56 


202.4 


3.80 


724 


716 


706 


695 


6S3 


670 


656 


61.31 


208.4 


3.80 


746 


737 


727 


716 


703 


690 


676 


a 


63.06 


214.3 


3.81 


767 


758 


748 


736 


724 


710 


696 




64.81 


220.3 


3.82 


789 


779 


769 


757 


744 


730 


715 




¥ 


54.37 


184.7 


3.73 


661 


653 


&43 


633 


622 


610 


597 


4 Z-Bars 

6tV' I 

3iV'iir 

and 1 




56.12 


190.7 


3.74 


6b2 


674 


664 


654 


642 


630 


616 


/2 


57.87 


196.6 


3.75 


703 


695 


685 


674 


662 


650 


636 




59.62 


202.6 


3.76 


725 


716 


706 


695 


683 


670 


656 


5Z 


61.37 


208.5 


3.77 


746 


737 


727 


716 


703 


690 


675 


1 


63.12 


214.5 


3.78 


768 


758 


748 


736 


723 


709 


695 


Web-plate 


64.87 
66.62 


220.4 
226.4 


3.78 
3.79 


789 
810 


780 
801 


769 
790 


757 
777 


744 
764 


729 
749 


714 
734 




% 


68.37 


232.3 


3.80 


832 


822 


811 


798 


7&4 


769 


754 




¥ 


57.97 


197.2 


3.71 


704 


696 


686 


674 


662 


649 


635 




/o 


59.72 


203.1 


3.72 


726 


717 


706 


695 


683 


669 


655 


4 Z-Bars 


61.47 


209 1 


3.73 


747 


738 


727 


716 


703 


689 


675 


6>g"x 


' ^1 


63.22 


215.0 


3.74 


768 


759 


748 


736 


723 


709 


6^4 


3^'' I %'' 


II 


64.97 


221.0 


3.75 


790 


780 


769 


757 


7-44 


729 


714 


and 1 


1 


66.72 


226.9 


3.76 


811 


801 


790 


778 


764 


749 


733 


"Web-plate 


68.47 


232.9 


3.76 


832 


822 


811 


798 


7S4 


769 


753 


ryi> X %" 


i A 


70.22 


238.8 


3.77 


8.54 


844 


832 


819 


804 


789 


773 




71.97 


244.8 


3.78 


875 


865 


8.53 


839 


825 


809 


792 



CAMBRIA STEEL. 



245 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 
Z-BAR AND PLATE COLUMNS. 



Based on Oordon's Formula P=- 



50 000 






^ 



^ 



1+ 



(12L)2 
36 000 r2 



Safety factor 4. 



SQUrilL»]E: ENDS- 























Thick- 






















ness 






I^en^tli ill Keet. 








of 






















Cover 






















Plates. 


24 


26 


28 


80 


32 


84 


36 


38 


40 


42 


44 


46 


Inches. 


526 


514 


501 


489 


475 


462 


449 


436 


423 


410 


397 


385 


% 


546 


533 


520 


506 


493 


479 


466 


452 


439 


425 


412 


399 




565 


552 


538 


524 


510 


496 


482 


468 


454 


441 


427 


414 


584 


570 


557 


542 


528 


514 


499 


485 


470 


456 


442 


428 


TS 


603 


589 


575 


560 


546 


531 


516 


601 


486 


471 


457 


443 


% 


622 


608 


593 


578 


563 


548 


532 


517 


502 


487 


472 


457 


II 


642 


627 


612 


596 


581 


565 


549 


683 


517 


502 


487 


471 


661 


646 


630 


614 


598 


582 


566 


549 


533 


517 


501 


486 


if 


680 


664 


648 


632 


616 


599 


582 


565 


549 


532 


516 


500 


Vs 


546 


533 


520 


506 


492 


478 


464 


450 


437 


423 


410 


397 


% 


565 


552 


538 


524 


510 


495 


481 


467 


453 


439 


425 


411 


i 


584 


571 


556 


542 


527 


512 


498 


483 


468 


454 


440 


426 


604 


589 


575 


560 


545 


630 


514 


499 


484 


469 


455 


440 


s 


623 


608 


593 


578 


562 


547 


531 


515 


500 


485 


469 


455 


642 


627 


612 


596 


580 


564 


648 


532 


516 


500 


484 


469 


il 


661 


646 


630 


614 


597 


581 


564 


548 


531 


515 


499 


484 


y^ 


680 


665 


648 


632 


615 


598 


681 


564 


547 


531 


514 


498 


I 


700 


683 


667 


650 


632 


615 


598 


680 


563 


546 


629 


612 


583 


569 


555 


540 


525 


510 


495 


480 


466 


451 


437 


423 


% 


602 


588 


573 


658 


543 


627 


512 


497 


482 


467 


452 


437 


i 


622 


607 


592 


576 


560 


545 


529 


613 


497 


482 


467 


452 


641 


626 


610 


594 


578 


662 


645 


529 


513 


497 


482 


466 




660 


644 


628 


612 


595 


579 


562 


545 


529 


513 


496 


481 


b/ 


679 


663 


647 


630 


613 


596 


579 


562 


545 


528 


511 


495 


8 


699 


682 


665 


648 


631 


613 


595 


578 


560 


643 


526 


510 


718 


701 


684 


666 


648 


630 


612 


694 


576 


659 


541 


524 


1 


737 


720 


702 


684 


066 


647 


629 


610 


692 


574 


656 


539 


621 


606 


590 


574 


559 


543 


526 


511 


495 


479 


464 


449 


I 


640 


625 


609 


592 


576 


560 


643 


527 


511 


495 


479 


463 


659 


643 


627 


610 


594 


577 


560 


543 


526 


510 


494 


478 


4 


678 


662 


646 


628 


611 


594 


577 


659 


542 


525 


609 


492 




698 


681 


664 


646 


629 


611 


593 


576 


658 


541 


524 


507 


ya 


717 


700 


682 


664 


646 


628 


610 


692 


574 


556 


538 


621 


it 


736 


719 


701 


682 


664 


645 


627 


608 


590 


571 


653 


636 


% 


755 


738 


719 


700 


681 


662 


643 


624 


605 


587 


568 


550 


it 


775 


756 


738 


718 


699 


679 


660 


640 


621 


602 


583 


665 


n 



S46 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50QQQ 
\ , (12 L)2 
"^36 000r2 



• Safety factor 4. 



Depih 


Weight 


Area 


Least 














of 


of each 


of Column 


Radius of 




I^eiiRtU 


in Keet. 




Channels. 


Cha^inel. 


Section. 


Gyration. 
Inches. 

2.34 














Inches. 


Lbs. per Foot. 


Sq. Ins. 


4 


6 


8 


10 


12 


1 14 


6 


8.0 


4.76 


59 


58 


57 


! 

1 55 


54 


52 


(( 


10.5 


6.18 


2.21 


76 


75 


73 


71 


69 


67 


(( 


13.0 


7.64 


2.13 


94 


93 


90 


88 


85 


81 


a 


15.5 


9.12 


2.06 


112 


110 


107 


104 


100 


96 


7 


9.75 


5.70 


2.72 


71 


70 


69 


68 


66 


65 


(( 


12.25 


7.20 


2.59 


89 


88 


87 


85 


83 


81 


(( 


14.75 


8.68 


2.50 


107 


106 


104 


102 


99 


96 


(( 


17.25 


10.14 


2.44 


125 


124 


121 


119 


116 


112 


(( 


19.75 


11.62 


2.39 


144 


142 


139 


136 


132 


128 


8 


11.2.5 


6.70 


3.11 


83 


83 


82 


80 


79 


/ / 


(( 


13.75 


8.08 


2.99 


100 


99 


98 


97 


95 


93 


(( 


16.2-5 


9..56 


2.89 


119 


117 


116 


114 


112 


109 


n 


18.75 


11.02 


2.82 


137 


135 


134 


131 


128 


125 


n 


21.25 


12.50 


2.77 


155 


153 


151 


149 


145 


142 


9 


13.2.5 


7.78 


3.45 


. 


96 


95 


94 


93 


91 


(( 


15.00 


8.82 


3.37 


. 


109 


108 


107 


105 


103 


a 


20.00 


11.76 


3.20 


. . 


145 


143 


142 


139 


137 


a 


25.00 


14.70 


3.08 


. . . 


181 


179 


177 


173 


170 


10 


15.0 


8.92 


3.84 


. 


110 


110 


109 


107 


106 


i( 


20.0 


11.76 


3.66 


. 


146 


144 


143 


141 


139 


4i 


2.5.0 


14.70 


3.52 


. 


182 


180 


178 


176 


173 


(I 


30.0 


17.64 


3.41 




218 


216 


213 


210 


207 


(( 


35.0 


20.58 


3.31 


. . . 


254 


251 


248 


245 


240 


12 


20.5 


12.06 


4.61 






149 


148 


147 


146 


(( 


25.0 


14.70 


4.43 






181 


180 


179 


177 


(( 


30.0 


17.64 


4.28 






217 


216 


214 


211 


(( 


35.0 


20..58 


4.17 


. 


. 


254 


251 


249 


246 


ii 


40.0 


23.52 


4.09 


. . . 


. . . 


289 


287 


284 


281 


15 


33.0 


19.80 


5.59 






246 


244 


243 


241 


(( 


35.0 


20..58 


5.56 




. 


255 


2.54 


252 


251 


(( 


40.0 


23.52 


5.44 


. 




291 


290 


288 


286 


u 


45.0 


26.48 


5.32 






328 


326 


324 


322 


(( 


50.0 


29.42 


5.23 


. 




364 


363 


360 


357 


u 


55.0 


32.3g 


5.16 






400 1 


399 


396 


393 



For detail dimensions see page 204. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50000 
( 12 L)2 ' 
~36000r2 



Safety factor 4. 




















Weight 


Depth 






I.eiigtli in Feet. 






of each 


of 


















Channel 


Channels. 


16 


18 


20 


22 


24 


26 


28 


80 


Lbs. per Foot. 


Inches. 


50 


48 
61 

74 
88 

61 


46 
58 
71 

83 

58 


44 

55 
67 
78 

56 


42 
52 
63 
74 

54 






8.0 
10.5 


Q 


64 








it 


78 


. . . 






13.0 
15.5 

9.75 


u 


92 








<( 


63 


52 






7 


78 


76 


73 


70 


67 


64 






12.25 


u 


93 


90 


86 


83 


79 


76 






14.75 


(( 


108 


104 


100 


96 


92 


87 






17.25 


l( 


123 


119 


113 


108 


104 


98 


. . . 


. . . 


19.75 


n 


76 


74 


72 


70 


68 


65 


63 


61 


11.25 


8 


90 


88 


86 


83 


80 


78 


75 


72 


13.75 


n 


107 


104 


100 


97 


94 


90 


87 


83 


16.25 


64 


122 


118 


115 


111 


107 


103 


99 


95 


18.75 


(( 


138 


134 


129 


124 


120 


115 


111 


106' 


21.25 


(( 


90 


88 


86 


84 


82 


80 


77 


75 


]3.25 


9 


101 


99 


97 


94 


92 


90 


87 


84 


15.00 


(I 


134 


131 


127 


124 


120 


116 


113 


109 


20.00 


(( 


166 


162 


157 


153 


149 


143 


139 


134 


25.00 


n 


- 104 


102 


101 


99 


97 


95 


93 


90 


15.0 


10 


136 


134 


131 


128 


125 


122 


119 


116 


20.0 


ii 


170 


166 


163 


159 


155 


151 


146 


143 


25.0 


li 


203 


]98 


194 


189 


185 


179 


174 


168 


30.0 


(( 


236 


230 


225 


219 


213 


207 


201 


194 


35.0 


it 


144 


142 


140 


138 


136 


134 


131 


129 


20.5 


12 


175 


172 


170 


167 


165 


161 


159 


155 


25.0 


n 


209 


206 


203 


200 


196 


192 


187 


184 


30.0 


ii 


243 


240 


236 


231 


227 


223 


218 


213 


35.0 


it 


277 


273 


268 


263 


258 


253 


248 


243 


40.0 


(( 


240 


238 


235 


233 


230 


228 


225 


222 


33.0 


15 


249 


247 


245 


242 


240 


236 


234 


230 


35.0 


n 


284 


282 


279 


276 


273 


269 


266 


262 


40.0 


(( 


319 


316 


313 


310 


306 


302 


298 


294 


45.0 


(6 


354 


352 


348 


344 


339 


334 


329 


325 


60.0 


46 


390 


386 


381 


377 


372 


368 


362 


357 


55.0 


(( 



For detail dimensions see page 204. 



SAFE LOADS IN THOUSANDS OP POUNDS FOR 

LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P=- 



50 000 



1+ 



(12 L)2 
36 000r2 



Safety factor 4. 




Depth 

of 

Channels. 


Weight 
of each 
Channel. 


Arsa 

of 

Column 

Section. 


Least 
Radius of 
Gyration. 




I^eiis:tli in 


Keet. 




Inches. 


Lbs. per Foot. 


Sq. Ins. 


Inches. 


32 

73 

81 
106 
129 

87 
113 
138 
163 

188 

127 
152 
180 
208 
236 

219 

228 
258 
289 
320 
351 


34 


36 


38 


40 


9 


13.25 
15.00 
20.00 
25.00 

15.0 
20.0 
25.0 
30.0 
35.0 

20.5 
25.0 
30.0 
35.0 
40.0 

33.0 
35.0 
40.0 
45.0 
50.0 
55.0 


7.78 

8.82 

11.76 

14.70 

8.92 
11.76 
14.70 
17.64 
20.58 

12.06 
14.70 
17.64 
20.58 
23.52 

19.80 
20.58 
23.52 
26.48 
29.42 
32.36 


3.45 
3.37 
3.20 
3.08 

3.84 
3.66 
3.52 
3.4L 
3.31 

4.61 
4.43 

4.28 
4.17 
4.09 

5.59 
5.56 
544 
5.32 
5.23 
5.16 


71 

79 

101 

124 

85 
109 
134 
158 
183 

124 
149 
176 
203 
231 

215 
224 
254 
284 
315 
344 








(( 








(( 








u 








10 


83 
106 
130 
153 
176 

121 

146 
172 
199 
224 

213 
220 
2.50 
279 
309 
338 






u 






a 






u 


.... 




(( 






12 

15 

(( 

(( 


119 
142 
167 
193 
218 

209 
217 
246 
275 
303 
332 


116 

139 

164 

188- 

212 

206 
213 
241 
270 
299 
325 



For detail dimensions see page 204. 



SIZE OF LATTICE BARS TO BE USED \^ITH 
LATTICED CHANNEL COLUMNS. 



Depth of 


Dimensions of Lattice 


Weight of 


Center of Hole 


Distance Center to Center 


Bars. 


Lattice Bars 


to End of Bar. 


of Rivets, (d) 


Channels. 




per Foot. 


(a) 






w 


Thickness. 


Maiimum. 


Minimum. 


Inches. 


Inches. 


Inches. 


Pounds. 


Inches. 


6 


13^ 


3< 


1.28 


'^'% 


o'-ny^" 


^A" 


7 


1^ 


K 


1.49 


V/s 


^' 11/// 


r^,^' 


8 


2 




2.12 


V4. 
1^ 


V— ^" 


'^W" 


9 


2 


Tg 


2.12 


V- ^%" 


9M'' 


10 


2 


% 


2.55 


IH 


V- Q%" 


\^' 


12 


2M 


2.87 


-^H 


V—lOV^" 


\W 


15 


2)1 


i 


3.19 


IK 


2'- 2^' 


15tV' 



CAMBKIA STEEL. 



249 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 

50000 



Based on G©rdon*s [Formula P= 



H- 



(12L)2 
36 000r2 



Safety factor 4. 



>^ !^ 







I^engtli in 


Keet. 






Weight 
of each 
Channel. 


Depth 

of 

Channels. 


42 


44 


46 


48 


50 


62 


54 


Lbs. per Foot. 

13.25 
15.00 
20.00 
25.00 

15.0 
20.0 
25.0 
30.0 
35.0 

20.5 
25.0 
30.0 
35.0 
40.0 

33.0 
35.0 
40.0 
45.0 
50.0 
55.0 


Inches. 
















9 
















u 






* 










li 
















(( 
















10 
















u 
















u 


. 








* 






(( 




.... 












(( 


113 


Ill 
132 
155 

378 
200 

199 
206 
233 
260 
287 
314 


108 
128 
151 
173 
196 

195 
203 
228 
255 
281 
307 




. . . 






12 


135 










(( 


159 










u 


183 










a 


206 










u 


202 
210 
238 
265 
293 
319 


192 
199 
224 
250 
275 
301 


188 
194 
220 
245 
269 
294 


184 
191 
215 
239 
264 
287 


. . . . 

m 

187 
211 
234 
258 
281 


15 

a 
u 
(( 



For detail dimensions see page 204. 



SIZE OF STAY PLATES TO BE USED 177ITH 
LATTICED CHANNEL COLUMNS, 



Minimum Size of Stay 


Weight of 


Diameter 




O 


i lio 


r-j 


Plates at Ends of Columns. 


Minimum 


of 




2 
b 


i-b-k 

\ |!0 


1 




Stay Plates. 


Rivets. 




1 


b 


Thickness. 


1 


1 


Inches. 


Inches. 


Inches. 


Pounds. 


Inches. 


ol lio 


1 


s% 


K 


7K 


4.38 


% 




A% 


934 

io>^ 


% 


10 


6.55 


% 






^ ^ 




>^i 




9 


8.37 


M 




''^ ^y^ 




111^ 


TH 


12 


11.95 


% 




f^^^\. 




d 


12^4 


/^ 


12 


15.62 


VA 




]is,J\>^ 




1 


14^ 


1 


15 


22.73 


% 




ij ^V^j^^ 


*-. 


!• 


16^4 


15 


25.90 


% 




-J 


1 '^ 


t^ 


^-jL 



250 



CAMBKIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

6^' CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= ;v7r^rT:,» Safety factor 4. 



K-- 8" -^ 



•^ 



:^ 



1 + 



(12 L)^- 
35000r2 



b^ri£:b j^. 



of each 
Channel, 



Thickness j Weight | Area 
of 
Plates, i Column. I Section 



Least 



of ' of Column Radius of 

: I 



Lbs. per Foot. , Inches. Lbs.per Ft. ■ S^. Ins. 



10.5 



13 



15.5 



/I 

9 

}3 



29.6 
33.0 
36.4 
39.8 
43.2 
46.6 
50.0 

34.6 
38,0 
41.4 
44.8 
48.2 
51.6 
55.0 

39.6 
43.0 
46.4 
49.8 
53.2 
56.6 
60.0 

44.6 

48.0 
51.4 
54.8 
58.2 
61.6 
65.0 



8.76 
9.76 
10.76 
11.76 
12.76 
13.76 
14.76 

10.18 
11.18 
12.18 
13.18 
14.18 
15.18 
16.18 

11.64 
12.64 
13.64 
14.64 
15.64 
16.64 
17.64 

13.12 

14.12 
15.12 
16.12 
17.12 
18.12 
19.12 



Gyration. 



Inches. 



2.35 
2.35 
2.34 
2.34 
2.34 
2.34 
2.33 

2.27 
2.27 

2.28 
2.28 
2.28 
2.28 
2.28 

2.20 
2.21 
2.22 
2.23 
2.23 
2.24 
2.24 

2.14 
2.15 
2.16 
2.17 
2.18 
2.19 
2.19 



l^ensrtli in Keet. 



108 
121 
133 
145 
158 
170 
182 

126 

138 
150 
163 
175 

187 
200 

144 
156 
168 
181 
193 
'.05 
218 

162 
174 
186 
199 
211 
224 
236 



6 

i 


8 


107 


105 


119 


117 


131 


129 


113 


141 


155 


152 


1 167 


164 


! 180 

i 


176 


1 124 


121 


! 136 


133 


1 148 


145 


1 160 


157 


i 173 


169 


1 185 


181 


! 197 


193 


141 


138 


154 


150 


166 


162 


178 


174 


190 


186 


202 


198 


214 


210 


159 


155 


171 


167 


183 


179 


195 


191 


207 


203 


220 


215 


232 


227 



10 



102 
114 
125 
137 
149 
160 
172 

118 
130 
141 
153 
165 
176 
188 

135 
146 
158 
169 
181 
192 
204 

151 
162 
174 
186 
197 
209 
220 



For detail dimensions see page 206. 



CAMBHIA STEEL. 



251 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

6'' CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 

50 000 



Based on Crordon's Formula P=- 



1+ 



(12 L)2 
36 000 r2 



Safety factor 4. 



S£:rz£:s jil. 





-^ 1 


"^ 




r^ 


,r^ 




•^ 


•-O- 




■TSSirJ' 















Thickness 


Weight 






I^eus^tli iti 


F^eet. 






of 
Plates. 


of each 
Channel. 


12 


14 


16 


18 


20 


22 


24 


Inches. 


Lbs. per Foot. 


99 


96 


92 


89 


85 


81 


77 


H 


8 


111 


107 


103 


99 


95 


90 


86 




(( 


122 


118 


114 


109 


104 


99 


94 


(( 


133 


128 


124 


119 


114 


109 


103 


i 


(( 


144 


139 


135 


129 


124 


118 


112 


(( 


156 


150 


145 


139 


133 


127 


121 


% 


u 


166 


161 


155 


149 


142 


136 


130 


(( 


114 


110 


106 


102 


97 


92 


88 


% 


10.5 


126 


121 


117 


112 


107 


102 


96 


i 


«( 


137 


133 


127 


122 


116 


111 


106 


% 


ti 


148 


143 


138 


132 


126 


120 


114 


_7 


(( 


159 


154 


148 


142 


135 


130 


123 


% 


(( 


171 


165 


159 


152 


144 


139 


132 


Ps 


(( 


182 


176 


169 


162 


154 


148 


140 


(( 


130 


125 


120 


115 


109 


104 


99 


H 


13 


141 


136 


131 


125 


119 


113 


107 


-h 


a 


153 


147 


141 


135 


129 


122 


116 


% 


t( 


164 


158 


152 


145 


138 


131 


125 


il 


(( 


175 


169 


162 


155 


148 


140 


133 


% 


(( 


186 


179 


173 


166 


158 


150 


143 


I 


(( 


197 


190 


183 


176 


167 


159 


151 


(( 


146 


140 


134 


128 


122 


115 


109 


% 


15.5 


157 


151 


345 


138 


131 


125 


118 




(( 


170 


162 


155 


148 


140 


133 


127 


(( 


180 


172 


165 


158 


150 


143 


135 


^l 


(( 


191 


184 


176 


168 


160 


152 


144 


>l 


(( 


202 


195 


187 


178 


170 


162 


153 




«i 


213 


205 


197 


188 


180 


171 


161 


% 


i(- 



For detail dimensions see page 206. 



252 


CAMBEIA STEEL. 








SAFE LOADS IN THOUSANDS OF POUNDS FOR 


7'' CHANNEL AND PLATE COLUMNS. 






SQUARE ENDS. 








50 000 
Based on Gordon's Formula P= 


• Safety factor 4. 




^36000r2 










^ 1 






















^ s9Jc«f6.X£.S J%.^ 








"Weight 


Thickness 


Weight 


Area 


Least 










of each 


of 


of 


of Column 


Radius of 


l^ensrtli 


in Feet. | 


Chaimel. 


Plates. 


Column. 


Section. 


Gyration. 










Lbs. per Foot. 


Inches. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


4 


6 


8 


10 


9.75 


1^ 


34.8 


10.20 


2.63 


126 


125 


123 


121 


(( 


38.6 


11.32 


2.63 


140 


139 


137 


134 


i( 


42.5 


12.45 


2.62 


154 


152 


150 


147 


i( 


/2 


46.3 


13.58 


2.62 


168 


166 


163 


160 


(( 


50.1 


14.70 


2.62 


182 


180 


177 


174 


(( 


A 


53.9 


15.82 


2.62 


196 


194 


190 


187 


(( 


% 


57.8 


16.95 


2.62 


210 


207 


204 


200 


12.25 


M 


39.8 


11.70 


2.55 


145 


143 


141 


138 


i( 


i 


43.6 


12.82 


2.56 


159 


157 


154 


151 


(( 


47.5 


13.95 


2.56 


173 


171 


168 


164 


(( 




51.3 


15.08 


2.56 


187 


185 


182 


178 


(( 


yi 


55.1 


16.20 


2.57 


200 


198 


195 


191 


(( 


% 


58.9 


17.32 


2.57 


214 


212 


208 


204 


t( 


62.8 


18.45 


2.57 


228 


225 


222 


217 


14.75 


M 


44.8 


13.18 


2.49 


163 


161 


158 


155 


(( 


Ps 


48.6 


14.30 


2.50 


177 


175 


172 


168 


(( 


52.5 


15.43 


2.50 


191 


189 


185 


181 


(( 


% 


56.3 


16.56 


2.51 


205 


202 


199 


195 


C( 


60.1 


17.68 


2.52 


219 


216 


212 


208 


(( 


A. 


63.9 


18.80 


2.52 


233 


230 


226 


221 


(( 


67.8 


19.93 


2.53 


247 


244 


239 


234 


17.25 


¥ 


49.8 


14.64 


2.42 


181 


178 


175 


171 


(( 


/8 


53.6 


15.76 


2.43 


195 


192 


189 


185 


t( 


57.5 


16.89 


2.45 


209 


206 


202 


198 


(( 


-h 


61.3 


18.02 


2.46 


223 


220 


216 


211 


(( 


% 


65.1 


19.14 


2.46 


237 


234 


229 


224 


(( 


t 


68.9 


20.26 


2.47 


251 


248 


243 


238 


(( 


% 


72.8 


21.39 


2.48 


265 


261 


257 


251 


19.75 


^ 


54.8 


16.12 


2.37 


199 


197 


193 


188 


(( 


-h 


58.6 


17.24 


2.38 


213 


210 


206 


201 


(( 


k 


62.5 


18.37 


2.40 


227 


224 


220 


214 


C( 


\^ 


66.3 


19.50 


2.41 


241 


238 


234 


228 


(( 


70.1 


20.62 


2.42 


255 


251 


247 


242 


(( 


i 


73.9 


21.74 


2.43 


269 


265 


260 


255 


(( 


77.8 


22.87 


2.44 


283 


279 


274 


268 




For detail dimensions see page 


206. 













CAMBRIA STEEL. 


253 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 




7// 


CHANNEL AND PLATE COLUMNS. 










SQUARE ENDS. 




Based 


50 000 
on Gordon's Formula P= , ^ • Safety factor 4. 








^36000r2 




















1 




^ 










se:rx£:s a. 


J 




•ex 




'\^ WJ* 










Thickness 


Weight 






I^ength ill IE^ggU 


of 


of each 










Plates. 


Channel. 


12 


14 


16 


18 


20 


22 


24 


26 


Inches. 


Lbs. per Ft. 


118 


115 


111 


108 


104 


99 


96 


92 


K 


9.75 


130 


127 


123 


119 


1 


1 


106 


102 


Ps 


(( 


143 


140 


135 


131 


1 


1 1 


116 


112 


(( 


156 


153 


148 


143 


138 


132 


127 


122 


i 


(( 


169 


165 


160 


154 


149 


1^3 


137 


132 


k( 


182 


178 


172 


166 


161 


151 


M8 


142 




(( 


195 


190 


184 


178 


172 


163 


158 


152 


% 


(( 


134 


130 


126 


122 


118 


113 


108 


103 


Va 


12.25 


147 


143 


139 


134 


129 


124 


118 


113 


i 


i(. 


160 


156 


151 


146 


140 


135 


^29 


123 


li 


173 


168 


163 


158 


152 


15 


39 


133 




a 


186 


181 


176 


169 


163 


16 


.50 


144 


/^ 


<,(, 


199 


194 


188 


181 


174 


1 


.61 


154 


1% 


(,(. 


212 


207 


200 


193 


185 




171 


164 


% 


a 


151 


146 


142 


136 


131 


126 


120 


115 


M 


14.75 


164 


159 


154 


148 


142 


136 


131 


125 


1% 


(( 


177 


171 


166 


160 


154 


147 


141 


135 


% 


(( 


190 


184 


178 


171 


165 


158 


151 


144 


A 


(( 


202 


196 


191 


184 


177 


170 


162 


155 


% 


(( 


215 


209 


203 


196 


188 


180 


173 


165 


I 


(( 


229 


222 


215 


207 


199 


191 


183 


175 


% 


(( 


166 


161 


156 


150 


143 


137 


131 


126 


^ 


17.25 


180 


174 


168 


162 


155 


148 


142 


135 


A 


it 


193 


187 


181 


174 


166 


159 


153 


146 


% 


K 


206 


199 


193 


186 


178 


171 


163 


155 


/s 


(I 


218 


212 


205 


197 


190 


182 


173 


165 


y^ 


4( 


231 


224 


217 


209 


201 


192 


184 


176 


P. 


(( 


245 


238 


229 


220 


212 


203 


194 


186 


(( 


183 


177 


170 


164 


157 


150 


143 


136 


% 


19.75 


196 


189 


183 


175 


168 


161 


153 


146 


Ps 


i.i 


209 


202 


195 


187 


180 


172 


164 


157 


ik 


222 


215 


208 


199 


191 


183 


174 


166 


il 


(I 


234 


227 


220 


211 


202 


194 


185 


177 


li 


248 


240 


231 


223 


. 214 


204 


195 


186 


tI 


ii. 


261 


253 


243 


235 


225 


216 


207 


196 


% 


ii. 








For detail dimensions see page 206. 





254 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

S'f CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 

50 000 



Based on Gordon's Formula P=- 



1^- 

1 '^ 


•10"- 


^ 1 


'-x^ 




r 


^ 




^ 



1+ 



(12 LP 
36000r2 



Safety factor 4. 



S£:rx£:s a.. 



Weight 


fnickness 


Weight 


Area 


Least 


1 










of each 


of 


of Colli Tnn 


Radius of 


i I^engtli in 


Keet. 


ChanneL 


Plates. 


ColllTTlTl. 


Section. 


Gyration. 


I 










Lbs. per Foot. 


Inches. 


Lbs.perR 


Sq. Ins. 


Inches. 


4 


6 


8 


10 


12 


11.25 


¥ 


39.5 


11.70 


2.98 


145 


144 


142 


140 


137 


( i 




43.7 


12.95 


2.97 


161 


159 


157 


155 


152 


a 


3^ 


48.0 


14.20 


2.97 


176 


175 


172 


170 


167 


u 


IE 


52.3 


15.45 


2.96 


192 


190 


188 


185 


181 


(( 


1^ 


56.5 


16.70 


2.95 


207 


205 


203 


200 


196 


(( 


9 


60.8 


17.95 


2.95 


223 


221 


219 


214 


210 


(( 


% 


65.0 


19.20 


2.95 


238 


236 


233 


229 


225 


13.75 


M 


44.5 


13.08 


2.92 


162 


161 


159 


156 


153 


ii. 


A 


48.7 


14.33 


2.92 


178 


176 


174 


171 


168 


u 


% 


53.0 


15.58 


2.92 


193 


191 


189 


186 


182 


ii 




57.3 


16.83 


2.91 


209 


207 


204 


201 


197 


u 


IZ 


61.5 


18.08 


2.91 


224 


222 


220 


216 


212 


l( 


_§_ 


65.8 


19.33 


2.91 


240 


237 


235 


231 


226 


(( 


% 


70.0 


20.58 


2.91 


2-55 


253 


250 


246 


241 


16.25 


% 


49.5 


14.56 


2.86 


181 


179 


176 


173 


170 


( i 


T% 


53.7 


15.81 


2.87 


196 


194 


192 


188 


185 


a 


¥ 


58.0 


17.06 


2.87 


212 


210 


207 


203 


199 


a 




62.3 


18.31 


2.87 


227 


225 


299 


218 


214 


li 


66.5 


19.56 


2.87 


243 


240 


237 


233 


228 


a 


i 


70.8 


20.81 


2.87 


258 


256 


252 


248 


243 


u 


75.0 


22.06 


2.87 


274 


271 


267 


263 


258 


18.75 


¥ 


54.5 


16.02 


2.81 


199 


197 


194 


190 


186 


(( 


% 


58.7 


17.27 


2.81 


214 


212 


209 


205 


201 


n 


63.0 


18.52 


2.82 


230 


227 


224 


221 


216 


u 


-h 


67.3 


19.77 


2.82 


245 


243 


240 


236 


230 


(i 


4 


71.5 


21.02 


2.83 


261 


258 


255 


250 


245 


u 




75.8 


22.27 


2.83 


276 


274 


270 


265 


260 


(( 


% 


80.0 


23.52 


2.83 


292 


289 


285 


280 


275 


21.25 


¥ 


59.5 


17.50 


2.76 


217 


215 


212 


208 


204 


(( 


/^ 


63.7 


18.75 


2.77 


233 


230 


227 


223 


218 


u 


68.0 


20.00 


2.77 


248 


245 


242 


238 


233 


(( 




72.3 


21.25 


2.78 


264 


261 


257 


253 


247 


(( 


76.5 


22.50 


2.79 


279 


276 


272 


267 


262 


(( 


tI 


80.8 


23.75 


2.79 


295 


291 


287 


282 


276 


(( 


^/^ 


85.0 


25.00 


2.80 


310 


307 


302 


297 


291 



For detail dimensions see page 206. 











CAMBillA STEEL. 






255 


SAFE LOADS IN THOUSANDS OP POUNDS FOR 




8^' 


CHANNEL AND PLATE COLUMNS. 












SQUARE ENDS. 








Based 


on Gordon' 


^ , ^ 50 000 
sFornaulaP== ^^^^^ 

"^360001 


2* Safety factor 4. 

K--10'^-H 












n 




r^ 












s£:ri£:s a. 


^ 




i^ 




■^= 
















Thickness 


Weight 






I^ensrtli in F^eet. 




of 


of each 














Plates. 


Channel. 


14 


16 


18 


20 


23 


24 


26 


28 


30 


Inches. 


Lbs.perFt. 
11.25 


134 


131 


128 


124 


120 


116 


112 


108 


104 


¥ 


149 


145 


141 


137 


133 


128 


124 


120 


115 


/8 


a 


163 


159 


154 


150 


146 


141 


136 


131 


126 


a 


177 


173 


168 


163 


158 


153 


147 


142 


137 


P. 


a 


192 


187 


182 


176 


170 


165 


159 


153 


147 


a 


206 


201 


195 


189 


183 


178 


171 


165 


158 


T% 


li 


221 


215 


209 


203 


196 


190 


183 


177 


169 


% 


a 


150 


146 


142 


138 


133 


129 


124 


119 


115 


K 


13.75 


164 


160 


155 


151 


146 


141 


136 


131 


126 


1% 


(( 


178 


174 


169 


164 


159 


153 


148 


142 


137 


Ys 


(( 


193 


188 


182 


177 


171 


166 


160 


153 


148 


t 


(t 


207 


202 


196 


190 


184 


178 


172 


164 


159 


¥ 


(( 


221 


216 


209 


203 


196 


190 


183 


176 


170 




(( 


236 


229 


223 


216 


209 


203 


195 


187 


181 


% 


(( 


166 


162 


157 


152 


147 


142 


137 


131 


126 


¥ 


16.25 


180 


176 


171 


165 


160 


154 


148 


143 


137 


/8 


(( 


195 


189 


184 


178 


172 


166 


160 


154 


148 


(( 


209 


203 


198 


191 


185 


178 


172 


165 


159 


s 


(( 


223 


217 


211 


204 


198 


191 


184 


177 


170 


(( 


237 


231 


224 


217 


210 


203 


195 


188 


181 


A 


11 


252 


245 


238 


231 


223 


215 


207 


199 


191 


% 


a 


182 


177 


172 


167 


161 


155 


149 


143 


137 


yi 


18.75 


196 


191 


185 


180 


174 


167 


160 


154 


148 


78 


(6 


210 


205 


199 


193 


186 


180 


173 


166 


160 


(( 


225 


219 


212 


206 


199 


192 


185 


178 


171 


7 


ii 


240 


233 


226 


219 


211 


204 


196 


189 


181 


^ 


(i 


254 


246 


239 


232 


224 


216 


208 


200 


192 


ft 


(( 


268 


260 


253 


245 


236 


228 


220 


211 


203 


(( 


198 


193 


187 


181 


174 


168 


162 


155 


148 


¥ 


21.25 


212 


207 


200 


194 


187 


180 


173 


166 


159 


/2, 


u 


226 


220 


214 


207 


200 


192 


185 


178 


170 


(( 


241 


234 


227 


220 


213 


205 


196 


189 


181 


7 


(6 


256 


249 


241 


233 


225 


217 


209 


201 


192 


U 


270 


263 


254 


246 


238 


229 


221 


212 


202 


ft 


u 


284 


277 


268 


260 


250 


241 


232 


223 


214 


(( 








For 


detail dimensions see page 


206. 







256 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

9^^ CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50 000 





-11//. 




S>, 




r 


^ 




:^ 



1+ 



(12L)2 
36 000r2 



Safety factor 4. 



S£:ri2e:s a.. 



of each 
Channel. 



Lbs.perFt, 



13.25 



15 



20 



25 



Thick- 
ness of 
Plates. 



Weight 

of 
Column. 



Inches. Lbs.perFt. 



4 






7 



45.2 
49.9 
54.6 
59.2 
63.9 
68.5 
73.3 

48.7 
53.4 
58.1 
62.7 
67.4 
72.0 
76.8 

58.7 
63.4 
68.1 
72.7 
77.4 
82.0 
86.8 

68.7 
73.4 
78.1 
82.7 
87.4 
92.0 
96.8 



Area of 


Least 


Colnmn 


Radius of 


Section. 


Gyration. 


Sq. Ins. 


Inches. 


13.28 


3.34 


14.66 


3.32 


16.03 


3.31 


17.40 


3.30 


18.78 


3.29 


20.16 


3.28 


21.53 


3.28 


14.32 


3.29 


15.70 


3.28 


17.07 


3.28 


18.44 


3.27 


19.82 


3.26 


21.20 


3.26 


22.57 


3.25 


17.26 


3.19 


18.64 


3.19 


20.01 


3.19 


21.38 


3.19 


22.76 


3.19 


24.14 


3.19 


25.51 


3.18 


20.20 


3.10 


21.58 


3.11 


22.95 


3.11 


24.32 


3.12 


25.70 


3.12 


27.08 


3.12 


28.45 


3.12 



164 
181 
198 
215 
232 
249 
266 

177 
194 
211 
228 
245 
262 
279 

213 
230 
247 
263 
280 
297 
314 

249 
266 
283 
300 
317 
334 
351 



I^eng^tli in Keet. 



8 


10 


12 


14 


162 


160 


158 


155 


179 


177 


174 


171 


196 


193 


191 


187 


213 


210 


207 


203 


229 


227 


223 


219 


246 


243 


239 


235 


263 


260 


255 


251 


175 


173 


170 


167 


192 


189 


186 


183 


209 


206 


202 


199 


225 


222 


219 


215 


242 


239 


235 


231 


259 


255 


251 


247 


275 


272 


267 


263 


210 


208 


204 


200 


227 


224 


220 


216 


244 


241 


236 


232 


261 


257 


253 


248 


278 


274 


269 


264 


294 


291 


285 


280 


311 


307 


301 


296 


246 


243 


238 


234 


263 


259 


254 


250 


279 


276 


270 


265 


296 


292 


287 


281 


313 


309 


304 


297 


330 


325 


320 


313 


346 


342 


336 


329 



16 



152 
168 
183 
199 
214 
230 
246 

163 
179 
195 
210 
226 
242 
257 

196 

212 
227 
243 
259 
274 
290 

228 
244 
260 
275 
291 
307 



For detail dimensions see page 206. 



CAMBBIA STEEL. 



267 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

9'' CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50 000 



1+ 



( 12L)2 
36000r2 



se:^te& a,. 



Safety factor 4. 



K-ir'-H 





















Thickness 


Weight 






I^engtli ill Keet. 






of 


of each 




















Plates, 


Channel. 


18 


20 


22 


24 


26 


28 


30 


32 


34 


Inches. 


Lbs.perFt. 


149 


145 


141 


137 


134 


129 


125 


121 


117 


K 


13.25 


164 


160 


156 


152 


147 


143 


138 


134 


129 




u 


179 


175 


171 


165 


160 


155 


150 


146 


141 


% 


u 


194 


189 


184 


179 


174 


169 


163 


158 


153 


s 


(( 


209 


204 


199 


194 


188 


182 


176 


171 


165 


(( 


225 


219 


214 


208 


202 


195 


189 


182 


176 


T% 


if, 


240 


234 


228 


222 


215 


209 


202 


194 


188 


Ys 


ii 


160 


156 


152 


148 


143 


139 


134 


130 


126 


M 


15 


175 


171 


166 


162 


157 


152 


147 


142 


137 




(( 


190 


186 


181 


176 


171 


166 


160 


154 


149 


y^ 


(( 


206 


201 


195 


190 


184 


178 


172 


167 


161 


7 
T6 


t< 


221 


216 


210 


203 


197 


191 


185 


179 


173 


% 


(( 


236 


231 


225 


217 


211 


204 


198 


191 


185 




(( 


252 


245 


238 


231 


225 


218 


211 


204 


196 


% 


(( 


192 


186 


181 


176 


170 


165 


159 


154 


148 


y^ 


20 


207 


201 


196 


190 


184 


178 


172 


166 


160 


A 


(( 


222 


216 


210 


204 


197 


191 


185 


179 


172 


% 


(( 


237 


231 


224 


218 


211 


204 


197 


191 


183 


T% 


C( 


253 


246 


239 


232 


224 


217 


210 


203 


195 


S 


(( 


268 


260 


253 


246 


238 


230 


223 


216 


207 


-h 


(( 


282 


275 


268 


260 


251 


243 


236 


226 


219 


% 


(( 


223 


216 


210 


204 


197 


191 


183 


177 


170 


^ 


25 


238 


232 


224 


218 


210 


204 


197 


189 


183 




(( 


253 


246 


239 


232 


224 


217 


210 


201 


194 


(( 


268 


261 


253 


246 


238 


230 


222 


213 


206 


/^ 


(( 


283 


276 


267 


260 


252 


243 


235 


226 


218 


(( 


298 


291 


282 


274 


265 


256 


247 


238 


229 


TE 


(( 


313 


306 


296 


287 


279 


269 


260 


250 


241 


% 


(( 



For detail dimensions see page 206. 



258 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

10^' CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 

50 000 



Based on Grordon's Formula P= 



1+ 



K-12-.-,^ 



"^ 




r 


A 




la. 



(12 L)^ 
36000r2 



Safety factor 4. 



SJERI£:S JL. 



Weight 


Thick- 


Weight 


Area of 


Least 


of each 


ness of 


of 


Column 


Radius of 


Channel. 


Plates. 


Colli TTin. 


Section. 


(jyration. 


Lbs.perFt. 


Inches. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


15 


Va 


50.4 


14.92 


3.62 


" 


ft 


55.5 


16.42 


3.61 


u 


60.6 


17.92 


3.59 


(( 


il 


65.7 


19.42 


3.58 


u 


70.8 


20.92 


3.58 


'' 


Ys 


75.9 


22.42 


3.57 


u 


81.0 


23.92 


3.56 


20 


M 


60.4 


17.76 


3.52 


u 


^^ 


65.5 


19.26 


3.52 


(( 


% 


70.6 


20.76 


3.51 


(( 


ft 


75.7 


22.26 


3.51 


(( 


80.8 


23.76 


3.51 


(( 




85.9 


25.26 


3.50 


(( 


% 


91.0 


26.76 


3.50 

i 


25 


% 


70.4 


20.70 


3.42 


u 


A 


75.5 


22.20 


3.43 


(( 


80.6 


23.70 


3.43 


u 


% 


85.7 


25.20 


3.43 


u 


90.8 


26.70 


3.43 


(( 


~h 


95.9 


28.20 


3.44 


u 


Vs 


101.0 


29.70 


3.44 


30 


Vat 


80.4 


23.64 


3.33 


(( 


^/l 


85.5 


25.14 


3.34 


u 


90.6 


26.64 


3.35 


u 


1% 


95.7 


28.14 


3.36 


(( 


V-, 


IUO.8 


29.64 


3.36 


(( 


h 


105.9 


31.14 


3.37 


(( 


% 


111.0 


32.64 


3.37 


35 


Va 


90.4 


26.58 


3.26 ! 


(( 


fi 


95.5 


28.08 


3.27 


(( 


k 


100.6 


29.58 


3.28 




1/ 

/2 


105.7 


31.08 


3.29 


u 


110.8 


32.58 


3.29 


(( 


a 


115.9 


34.08 


3.30 


(( 


121.0 


35.58 


3.31 1 



l^eiigtli in Keet. 



184 
203 
221 
240 
259 
277 
296 

219 
238 
257 
275 
294 
312 
331 

255 
274 
293 
311 
330 
348 
367 

292 
310 
329 
347 
366 
384 
403 

328 
347 
365 
384 
402 
421 
439 



8 



10 



183 
201 
220 
238 
257 
275 
293 

217 
236 
254 
272 
291 
309 
328 

253 
272 
290 
308 
327 
345 
364 

289 
307 
325 
344 
362 
380 
399 

324 
343 
361 
380 
398 
416 
435 



181 
199 
217 
235 
254 
272 
290 

215 
233 
252 
270 
288 
305 
324 

250 
268 
287 
305 
323 
341 
359 

285 
303 
321 
340 

3r8 

376 
394 

320 
338 
357 
375 
393 
411 
429 



12 


14 


16 


179 


176 


173 


197 


193 


191 


215 


211 


207 


232 


229 


225 


250 


247 


242 


268 


264 


259 


286 


282 


277 


212 


209 


205 


230 


226 


223 


248 


244 


239 


266 


262 


257 


284 


279 


274 


302 


297 


291 


320 


314 


308 


247 


242 


238 


265 


260 


255 


282 


278 


272 


300 


295 


289 


318 


313 


307 


336 


330 


324 


355 


348 


341 


281 


276 


271 


299 


294 


288 


317 


311 


305 


334 


329 


322 


352 


346 


339 


370 


364 


358 


388 


381 


375 . 


315 


309 


303 


333 


327 


320 


351 


344 


337 


369 


362 


354 


387 


379 


372 


405 


398 


390 


423 


415 


407 



For detail dimensions see page 207. 









CAMBKIA STEEL. 




259 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 




10^' CHANNEL AND PLATE COLUMNS. 










SQUARE ENDS. 








Based on Gordon's Formula P^- 

1 


50 000 c 
(12L)2' ^ 


afety factor 4. 


"^36 000r2 










i. r^ C5J 










&ETITE& A. 


"^ 




























Thick- 


Weight 






I^en^tti in Keet. 




ness of 


of each 












Plates. 


Channel. 


18 


20 


22 


24 


26 


28 


30 


32 


34 


36 


Inches. 


Lbs.perFt. 


170 


166 


162 


159 


154 


151 


146 


142 


138 


134 


¥ 


15 


187 


183 


179 


175 


170 


165 


161 


156 


152 


147 


/8 


(( 


204 


199 


195 


190 


186 


180 


175 


170 


165 


160 


(( 


221 


216 


211 


206 


200 


195 


189 


184 


178 


172 


1 


(( 


238 


232 


228 


222 


216 


210 


204 


199 


192 


186 


(( 


255 


249 


243 


238 


231 


225 


219 


212 


206 


199 




(( 


271 


266 


259 


253 


246 


239 


233 


226 


218 


212 


% 


(( 


201 


196 


192 


187 


182 


177 


172 


167 


161 


157 


¥ 


20 


218 


213 


208 


203 


197 


192 


187 


181 


175 


170 




(( 


235 


230 


224 


219 


213 


207 


201 


195 


189 


182 


(( 


252 


246 


240 


235 


228 


222 


216 


209 


202 


195 


/2 


(( 


269 


263 


256 


251 


244 


236 


230 


223 


216 


209 


(( 


286 


279 


272 


265 


259 


251 


244 


237 


229 


222 


t 


(( 


303 


296 


289 


281 


274 


266 


258 


251 


243 


235 


% 




233 


228 


222 


216 


210 


204 


198 


191 


186 


180 


M 


25 


250 


245 


238 


232 


225 


219 


213 


206 


199 


193 


i 


(( 


267 


261 


255 


248 


241 


233 


227 


220 


213 


206 


a 


284 


278 


271 


263 


256 


248 


242 


234 


226 


219 




(( 


301 


294 


287 


279 


271 


263 


256 


248 


240 


232 


/2 


(( 


318 


311 


303 


295 


286 


279 


271 


262 


253 


245 




ii 


335 


327 


319 


310 


302 


294 


285 


276 


267 


258 


% 


n 


265 


258 


252 


245 


238 


230 


223 


216 


209 


201 


¥ 


30 


281 


275 


268 


260 


253 


245 


237 


230 


222 


214 


% 


(( 


298 


291 


284 


276 


268 


260 


252 


243 


237 


228 


a 


315 


307 


301 


293 


284 


276 


267 


258 


250 


241 




ii 


332 


324 


317 


308 


299 


290 


281 


272 


263 


254 


x^ 


<s 


350 


342 


333 


324 


315 


305 


296 


286 


276 


267 


ft 


a 


367 


358 


349 


339 


330 


320 


310 


300 


290 


280 


n 


296 


289 


282 


273 


265 


256 


248 


240 


232 


224 


¥ 


35 


313 


306 


298 


289 


279 


271 


262 


254 


245 


237 


% 


(( 


330 


322 


313 


305 


296 


287 


278 


267 


258 


249 


(( 


347 


338 


329 


320 


311 


301 


292 


282 


273 


263 


7 


(( 


363 


354 


345 


336 


326 


316 


306 


296 


286 


276 


¥ 


a 


380 


371 


361 


351 


341 


330 


320 


310 


299 


289 


S 


(( 


398 


389 


379 


367 


356 


345 


334 


323 


312 


301 


(( 


For detail dimensions see page 207. 



260 




CAMBRIA STEEL. 


SAFE LOADS 


IN THOUSANDS OF POUNDS FOR 




V2." CHANNEL AND PLATS COLUMNS. 






SQUARE ENDS 


. 


Based on Gordon's I'ormula P= — ^ ,^ .„• Safety factor 4. 










'36 000r2 1 




K--14"— H 












1 ^ - t:^^ 










^- 




p^ 




rfed_ 




:9^ 


S£:rie:b jfk. 






Weight 


Thick- 


Weight 


Area of 


Least 






of each 


ness of 


Column 


Radius of 


I^enath in Keet. I 


Channel. 


Plates. 


Coli]-mTi, 


Section. 


Gyration. 






Lts.perFt. 


Inches. 


Lbs.perFt. 


Sq.Ins. 


Inches. 


8 


10 


12 


14 


16 


18 


20 


22 


20.5 


¥ 


64.8 


19.06 


4.41 


235 


233 


232 


229 


227 


223 


220 


217 


u 




70.8 


20.81 


4.38 


257 


255 


253 


250 


247 


244 


240 


236 


(( 


% 


76.7 


22.56 


4.36 


278 


276 


273 


271 


267 


264 


260 


' 256 


a 


T% 


82.7 


24.31 


4.34 


300 


298 


295 


292 


288 


285 


280 


i 275 


a 


¥ 


88.6 


26.06 


4.32 


321 


319 


316 


313 


309 


: 304 


300 


! 295 


a 




94.6 


27.81 


4.30 


343 


340 


337 


333 


330 


325 


319 


315 


a 


Ys 


100.5 


29.56 


4.28 


364 


362 


358 


354 


350 


345 


339 


335 


25 


¥ 


73.8 


21.70 


4.35 


268 


266 


263 


261 


257 


254 


250 


246 


" 




79.8 


23.45 


4.32 


289 


287 


284 


282 


278 


274 


270 


266 


u 


85.7 


25.20 


4.31 


311 


308 


305 


303 


299 


294 


290 


285 


a 


i 


91.7 


26.95 


4.29 


332 


330 


327 


323 


319 


315 


310 


305 


a 


97.6 


28.70 


4.27 


354 


351 


348 


344 


340 


335 


330 


324 


(( 


-9. 


103.6 


30.45 


4.26 


375 


373 


369 


365 


360 


356 


350 


343 


u 


/^ 


109.5 


32.20 


4.25 


397 


393 


390 


S86 


381 


376 


370 


363 


30 


¥ 


83.8 


24.64 


4.27 


304 


302 


299 


295 


292 


288 


283 


278 


(( 


^ 


89.8 


26.39 


4.26 


325 


323 


320 


316 


312 


308 


303 


298 


(( 


95.7 


28.14 


4.2.5 


347 


344 


341 


337 


333 


329 


323 


317 


(( 


/g 


101.7 


29.89 


4.23 


368 


365 


362 


358 
379 


353 


348 


343 


337 


(( 


3^ 


107.6 


31.64 


4.22 


390 


387 


383 


374 


368 


363 


357 


u 


^? 


113.6 


33.39 


4.21 


411 


408 


404 


400 


395 


389 


382 


377 


(( 


^/^ 


119.5 


35.14 


4.21 


433 


429 


425 


421 


415 


409 


402 


396 


35 


¥ 


93.8 


27.58 


4.19 


340 


337 


334 


330 


326 


321 


316 


310 


(( 


Z8 


99.8 


29.33 


4.18 


361 


358 


355 


351 


347 


341 


336 


330 


a 


105.7 


31.08 


4.18 


383 


380 


376 


372 


367 


362 


356 


349 


a 


/' 


111.7 


32.83 


4.17 


405 


401 


397 


392 


388 


382 


376 


369 


(( 


¥ 


117.6 


34.58 


4.16 


426 


422 


418 


413 


409 


402 


396 


389 


(( 




123.6 


36.33 


4.16 


448 


444 


439 


434 


429 


423 


416 


408 


(( 


129.5 


38.08 


4.15 


469 


465 


461 


455 


419 


443 


436 


428 


40 


Va. 


103.8 


30.52 


4.13 


376 


373 


369 


365 


360 


354 


349 


343 


u 




109.8 


32.27 


4.12 


398 


394 


390 


386 


380 


374 


368 


363 


(( 


115.7 


34.02 


4.12 


419 


416 


411 


406 


401 


395 


388 


382 


(( 


/2 


121.7 


35.77 


4.12 


441 


437 


43:3 


427 


421 


415 


408 


402 


(( 


127.6 


37.52 


4.11 


462 


458 


454 


448 


442 


435 


428 


420 


(( 


ij 


133.6 


39.27 


4.11 


484 


480 


475; 


469 


463 


456 


448| 


440 


n 


139.5 


41.02 


4.11 


505 


501 


496' 


490 


483 


476' 


468 


459 




I 


'or det. 


lil dimen 


sions see pag 


e 207. 



CAMBBIA STEEL. 



261 



SAFE LOADS IN THOUSANDS OP POUNDS FOR 

12^/ CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 

50 000 



Based on Gordon's Formula P= 



1-f 



(12L)2 
36000r2 



B£:filx:^s .ik. 



Safety factor 4. 



14'^ ^^ 



( 

























Thick- 


Weight 








I^engrtli 


ill S?eet. 








ness of 


of each 






















Plates. 


Channel. 


24 


26 


28 


SO 


32 


34 


36 


38 


40 


42 


44 


Inches. 


Lbs.perFt. 


213 


209 


206 


201 


196 


193 


188 


184 


179 


175 


170 


¥ 


20.5 


232 


228 


223 


220 


214 


209 


205 


200 


195 


190 


186 


/8 


(( 


252 


246 


242 


237 


232 


227 


221 


216 


211 


206 


200 


(( 


271 


266 


260 


255 


249 


244 


238 


232 


227 


223 


216 


i 


(( 


289 


285 


279 


274 


267 


261 


255 


249 


242 


237 


230 


(( 


309 


304 


297 


291 


285 


278 


271 


265 


258 


251 


245 


% 


a 


328 


322 


316 


309 


302 


296 


288 


281 


274 


267 


259 


(( 


242 


237 


233 


228 


223 


218 


213 


208 


203 


197 


193 


% 


25 


260 


256 


251 


246 


240 


235 


230 


224 


218 


213 


207 


ft 


(( 


280 


275 


269 


263 


258 


252 


246 


241 


234 


229 


222 


n 


299 


293 


288 


282 


275 


270 


263 


256 


250 


243 


237 


§ 


(( 


319 


312 


306 


300 


293 


286 


280 


272 


265 


259 


252 


li 


338 


331 


324 


318 


311 


303 


295 


289 


281 


273 


267 


i 


a 


358 


350 


343 


335 


329 


320 


312 


306 


297 


289 


281 


a 


274 


268 


262 


257 


251 


245 


240 


234 


228 


223 


216 


¥ 


30 


293 


287 


281 


276 


269 


263 


256 


250 


244 


237 


232 




(( 


313 


306 


300 


293 


287 


280 


273 


267 


260 


253 


246 


/^ 


a 


331 


325 


318 


311 


304 


297 


290 


282 


275 


268 


261 


/I 


S( 


350 


343 


337 


329 


321 


313 


307 


299 


291 


282 


276 


'A 


(( 


369 


362 


354 


347 


339 


331 


322 


315 


307 


298 


290 


T% 


(( 


389 


381 


372 


365 


357 


348 


339 


332 


323 


314 


305 


% 


(( 


305 


299 


292 


286 


280 


273 


266 


259 


253 


246 


239 


Vi 


35 


324 


318 


311 


304 


296 


290 


283 


275 


268 


262 


254 


-h 


(( 


341 


337 


329 


322 


314 


308 


300 


292 


284 


277 


270 


% 


(( 


362 


356 


348 


340 


332 


323 


317 


308 


300 


291 


283 


-7 


(( 


381 


375 


366 


358 


349 


341 


332 


325 


316 


307 


298 


/2 


(( 


400 


394 


385 


376 


367 


358 


349 


341 


332 


323 


313 


T% 


(( 


420 


411 


404 


394 


385 


375 


365 


356 


348 


338 


328 


% 


(( 


336 


329 


322 


314 


308 


301 


293 


285 


277 


269 


262 


¥ 


40 


356 


348 


340 


333 


324 


316 


310 


301 


293 


285 


277 




(( 


375 


367 


359 


351 


342 


333 


326 


318 


309 


300 


292 


% 


(( 


394 


386 


377 


369 


360 


351 


343 


334 


325 


316 


307 


/2 


(( 


413 


405 


396 


387 


377 


368 


358 


350 


341 


331 


322 


(( 


433 


424 


412 


405 


395 


385 


375 


367 


357 


347 


337 


T% 


a 


452 


442 


433 


423 


412 


402 


391 


383 


373 


362 


352 


% 


n 



For detail dimensions see page 207. 



262 


CAMBKIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 




15^/ CHANNEL AND PLATE COLUMNS. 




SQUARE ENDS. 


50 000 
Based on Gordon's Formula P= ttfTTTp Safety factor 4. 




K-17'^-H 




' 36000r2 


'C. 




r^ 




. 




^ 


SSRIEIS A.^ 


-'3 ^ST" 


Weight 


Thick- 


Weight 


Area of 


Least 




of each 


ness of 


Of 


Column 


Radius of 


I^ensrtli in Keet. 


Channel. 


Plates. 


Column. 


Section. 


Gyration. 




Lbs.perFt. 


Inches. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


12 


14 


16 


18 


20 


22 


24 


26 


28 


33 


Vs 


109.4 


32.55 


5.41 


399 


896 


893 


890 


386 


381 


878 


873 


867 


u 


r% 


116.6 


34.68 


5.38 


425 


422 


418 


415 


411 


406 


401 


397 


891 


u 


V2 


123.8 


36.80 


5.36 


451 


448 


444 


440 


436 


431 


426 


420 


415 


(( 


Ps 


131.0 


38.92 


5.33 


476 


474 


470 


465 


460 


456 


450 


444 


437 


u 


138.2 


41.05 


5.31 


502 


500 


495 


490 


485 


481 


476 


468 


461 


(( 


ih 


145.4 


43.18 


5.29 


529 


523 


521 


516 


610 


604 


499 


492 


485 


(( 


% 


152.7 


45.30 


6.24 


555 


550 


645 


541 


635 


629 


622 


515 


609 


35 


% 


113.4 


33.33 


5.40 


409 


406 


402 


399 


395 


890 


387 


881 


876 


u 


S 


120.6 


35.46 


5.37 


435 


432 


428 


424 


420 


415 


410 


406 


400 


n 


127.8 


37.58 


5.35 


461 


457 


453 


449 


445 


440 


435 


429 


424 


(( 


T% 


135.0 


39.70 


5.32 


486 


483 


479 


474 


469 


465 


459 


453 


446 


(( 


^/l 


142.2 


41.83 


5.30 


512 


509 


505 


500 


494 


488 


484 


477 


470 


(( 


ii 


149.4 


43.96 


5.28 


538 


534 


530 


625 


620 


513 


608 


501 


494 


C( 


% 


156.7 


46.08 


5.27 


564 


560 


656 


551 


645 


638 


531 


525 


618 


40 


Ys 


123.4 


36.27 


5.35 


445 


441 


438 


433 


430 


425 


419 


414 


409 


(( 


% 


130.6 


38.40 


5.33 


470 


467 


463 


459 


454 


450 


444 


438 


432 


(( 


137.8 


40.52 


5.31 


496 


493 


489 


484 


479 


475 


469 


462 


455 


(( 




145.0 


42.64 


5.29 


522 


519 


614 


509 


504 


498 


493 


486 


479 


u 


% 


152.2 


44.77 


5.27 


548 


544 


540 


535 


529 


623 


616 


611 


603 


(( 


H 


159.4 


46.90 


5.26 


574 


570 


666 


560 


554 


648 


540 


535 


627 


(( 


M 


166.7 


49.02 


5.24 


600 


695 


690 


586 


579 


672 


565 


657 


651 


45 


^/^ 


133.4 


39.23 


5.31 


480 


477 


473 


469 


464 


459 


454 


447 


441 


(( 


a'^ 


140.6 


41.36 


5.29 


506 


503 


499 


494 


489 


483 


478 


472 


465 


(( 


K 


147.8 


43.48 


5.27 


532 


528 


625 


519 


614 


608 


601 


496 


489 


u 


T% 


155.0 


45.60 


5.25 


558 


554 


550 


645 


639 


532 


525 


518 


612 


(( 


% 


162.2 


47.73 


5.24 


584 


580 


575 


670 


664 


657 


650 


542 


636 


(( 


H 


169.4 


49.86 


5.23 


610 


606 


600 


696 


589 


582 


575 


667 


558 


(I 


% 


176.7 


51.98 


2.21 


636 


631 


626 


619 


614 


607 


599 


691 


682 


50 


% 


143.4 


42.17 


5.26 


516 


512 


509 


604 


498 


492 


486 


481 


474 


(( 


-h 


150.6 144.30 


5.24 


542 


538 


533 


629 


624 


517 


611 


503 


498 


(( 


y. 


157.8 i 46.42 


5.23 


568 


564 


559 


655 


649 


542 


535 


628 


520 


(( 


-h 


165.0 1 48.54 


5.21 


594 


590 


584 


678 


574 


667 


559 


652 


643 


(( 


% 


172.2 50.67 


5.20 


620 


615 


610 


604 


699 


592 


684 


576 


667 


u 


\h 


179.4 '52.80 


5.19 


646 


641 


636 


629 


622 


616 


608 


600 


591 


u 


% 


186.7 54.92 


5.18 


672 


667 


661 


654 


647 


641 


633 


624 


615 


55 


% 


153.4 45.11 


5.21 


552 


548 


543 


538 


633 


527 


620 


513 


505 


(4 


~h 


160.6 147.24 


5.19 


578 


574 


669 


663 


657 


652 


544 


537 


629 


(( 


Yi 


167.8 


49.36 


5.18 


604 


600 


694 


588 


582 


676 


609 


561 


653 


(( 


k 


175.0 


51.48 


5.17 


630 


625 


620 


613 


607 


699 


693 


585 


676 


(( 


182.2 


53.61 


5.16 


656 


651 


645 


639 


632 


624 


616 


609 


600 


(( 


11 
15 


189.4 


55.74 


5.15 


682 


677 


671 


664 


657 


649 


640 


633 


624 


(( 


k 


196.7 


57.86 


5.14 


708 


703 


696 


689 


682 


673 


665 


655 


648 




For de 


tail dimensions see page 207. 



CAMBEIA STEEL. 



263 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

15'' CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50 000 



1+, 



(12L)2 
36000r2 



S£:RX£:S JfL. 



Safety factor 4. 



























Thick- 


Weight 






I^eus:tli ill Keet 


• 






ness of 


of each 


















Plates. 


Channal. 


30 


32 

357 


34 

351 


36 

345 


38 

340 


40 

334 


42 
327 


44 
322 


46 


48 


50 


52 


Inches. 


Lbs.perFt. 


363 


316 


309 


304 


297 


% 


33 


385 


381 


374 


368 


361 


356 


349 


342 


335 


329 


322 


315 






409 


402 


397 


390 


383 


376 


370 


362 


355 


347 


342 


334 




432 


425 


418 


411 


405 


397 


389 


381 


375 


367 


359 


351 


^ 




456 


449 


441 


433 


425 


419 


411 


402 


394 


388 


379 


371 


Ys 




478 


472 


464 


456 


447 


438 


432 


423 


414 


405 


397 


390 


it 




501 


493 


484 


476 


467 


460 


451 


442 


432 


423 


416 


407 




370 


366 


360 


353 


848 


342 


335 


330 


323 


316 


310 


304 


% 


35 


394 


387 


383 


376 


369 


364 


357 


349 


342 


337 


329 


322 


T% 




417 


411 


404 


398 


391 


383 


376 


370 


362 


355 


349 


341 


^A 




441 


434 


426 


419 


413 


405 


397 


389 


383 


375 


367 


359 


-h 




463 


457 


449 


441 


433 


427 


418 


410 


401 


393 


386 


378 


Ys 




486 


478 


472 


464 


455 


446 


437 


431 


422 


413 


404 


397 


\h 




510 


501 


493 


486 


477 


468 


459 


452 


442 


433 


423 


414 


% 




403 


396 


390 


384 


377 


370 


363 


357 


350 


342 


337 


329 


% 


40 


427 


420 


412 


405 


399 


392 


384 


376 


370 


363 


355 


347 


T^ 




450 


443 


435 


427 


420 


413 


405 


397 


389 


383 


374 


366 


Vi 




472 


466 


458 


450 


441 


433 


427 


418 


409 


400 


392 


385 


TH 




495 


487 


479 


472 


464 


455 


446 


439 


430 


420 


411 


402 


VS 




519 


510 


502 


495 


486 


476 


467 


457 


450 


440 


431 


421 


II 




542 


533 


524 


515 


505 


498 


488 


478 


468 


458 


450 


440 




436 


429 


421 


414 


406 


400 


392 


384 


376 


370 


362 


354 


% 


45 


458 


452 


444 


436 


428 


420 


414 


405 


397 


388 


380 


374 


~h 




481 


473 


465 


459 


450 


441 


433 


426 


417 


408 


399 


390 


% 




504 


496 


488 


479 


472 


463 


454 


445 


435 


428 


419 


409 






528 


519 


510 


501 


492 


485 


475 


465 


456 


446 


438 


429 


/^ 




552 


542 


533 


523 


514 


506 


496 


486 


476 


465 


455 


448 


\\ 




573 


566 


556 


546 


536 


525 


515 


507 


496 


485 


475 


464 


•% 




466 


459 


451 


445 


437 


428 


420 


411 


405 


396 


387 


379 


Ys 


50 


490 


482 


474 


465 


456 


450 


441 


432 


423 


414 


407 


398 


re 




513 


505 


496 


487 


478 


471 


462 


453 


443 


433 


424 


417 


>l 




535 


528 


519 


510 


500 


490 


481 


473 


463 


453 


443 


433 


T% 




558 


549 


542 


532 


522 


512 


502 


491 


484 


473 


463 


452 


Ys 




582 


572 


562 


554 


544 


533 


523 


512 


501 


493 


482 


471 


1 




605 


595 


585 


574 


566 


555 


544 


533 


521 


510 


499 


490 




497 


491 


482 


474 


465 


456 


447 


440 


431 


421 


412 


403 


Yr 


55 


520 


512 


503 


496 


487 


477 


468 


458 


448 


441 


431 


422 


§ 




544 


535 


525 


516 


509 


499 


489 


479 


469 


458 


448 


441 




567 


558 


548 


538 


528 


520 


510 


499 


489 


478 


468 


457 


T% 




591 


581 


571 


560 


550 


539 


531 


520 


509 


498 


487 


476 


Yh 




614 


604 


593 


582 


572 


560 


549 


541 


529 


518 


506 


495 


H 




638 


627 


616 


605 


593 


582 


570 


558 


549 


537 


525 


514 





For detail dimensions see page 207. 



264 


CAMBRIA STEEL, 






SAFE LOADS IN THOUSANDS OF POUNDS FOR 




e" CHANNEL AND PLATE COLUMNS. ! 




SQUABE ENDS. 






Based on Gordon>s Formula P= - Safety factor 4. 

1+ ^^^^^ 
^36 000r2 




1— 9"--H 








n 
^ 




r 








'^- ^ s3J;<.jri.xjf«S3 i5- 






Weight 


Thickness 


Weight 


Area 


Least 








of each 


of 


of 


of Colmnn 


Radius of 


I^eng^tti in 


Keet. 


Channel. 


Plates. 


GoliiTnn. 


Section. 


Gyration. 








Lts.perPt. 


Inches. 


Lbs.perFt 


Sq. Ins. 


Inches. 


4 


6 


8 


10 


12 


3 


¥ 


31.3 


9.26 


2.74 


115 


114 


112 


110 


107 


(( 




35.1 


10.39 


2.73 


129 


127 


126 


123 


121 


(( 


89.0 


11.51 


2.71 


142 


141 


139 


136 


134 


i( 


P2 


42.8 


12.64 


2.70 


156 


155 


153 


150 


147 


t( 


46.6 


13.76 


2.70 


170 


169 


166 


163 


160 


(( 


9 


50.4 


14.89 


2.69 


184 


183 


180 


176 


172 


(( 


Z8 


54.3 


16.01 


2.68 


198 


196 


193 


190 


185 


10.5 


¥ 


36.3 


10.68 


2.68 


132 


131 


129 


126 


123 


(i 




40.1 


11.81 


2.67 


146 


145 


142 


140 


137 


(( 


% 


44.0 


12.93 


2.66 


160 


158 


156 


153 


150 


(( 


1 


47.8 


14.06 


2.66 


174 


172 


170 


166 


163 


(( 


51.6 


15.18 


2.65 


188 


186 


183 


179 


176 


n 


% 


55.4 


16.31 


2.65 


202 


200 


197 


193 


189 


(( 


59.3 


17.43 


2.65 


216 


213 


210 


206 


202 


13 


¥ 


41.3 


12.14 


2.54 


150 


148 


146 


143 


139 


(t 




45.1 


13.27 


2.62 


164 


162 


160 


157 


153 


n 


49.0 


14.39 


2.62 


178 


176 


173 


170 


164 


u 


fs 


52.8 


15.52 


2.62 


192 


190 


187 


183 


179 


(( 


56.6 


16.64 


2.61 


206 


204 


200 


197 


192 


i( 


1 


60.4 


17.77 


2.61 


220 


218 


214 


210 


205 


(( 


64.3 


18.89 


2.61 


234 


231 


227 


223 


218 


15.5 


¥ 


46.3 


13.62 


2.47 


169 


166 


164 


160 


155 


(( 




50.1 


14.75 


2.54 


183 


180 


178 


174 


169 


i( 


54.0 


15.87 


2.57 


196 


194 


191 


187 


182 


(( 


^ 


57.8 


17.00 


2.57 


210 


208 


205 


200 


195 


(( 


61.6 


18.12 


2.57 


224 


222 


218 


214 


208 


(( 


i 


65.4 


19.25 


2.57 


238 


236 


232 


227 


221 


{« 


69.3 


20.37 


2.57 


252 


249 


245 


240 


234 


For detail dimensions see page 208. 1 







CAMBRIA STEEL. 




265 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 




6'' 


CHANNSL AND PLATE COLUMNS. 








SQUARE ENDS. 






Based 


on Gordon's Formula P= 

1+ ^ ^ 
^36000r2 


• Safety factor 4. 








f^- 9'' -- H 














*C, 




r 






S£:iFtx3SB :e. 


A^ 




^ 














Thickness 


Weight 






I^etis:tli in Keet. 




of 
Plates. 


of each 
Channel. 


14 


16 


18 


SO 


23 


24 


26 


28 


Inches. 


Lbs.perFt. 


105 


102 


99 


95 


92 


88 


85 


82 


M 


8 


118 


114 


111 


107 


103 


99 


95 


91 


P. 


a 


130 


126 


123 


118 


114 


109 


105 


101 


a 


143 


139 


134 


130 


125 


120 


115 


110 


t 


n 


155 


151 


146 


141 


136 


131 


126 


120 


y^ 


(( 


168 


163 


158 


153 


147 


141 


135 


130 


tI 


(4 


181 


175 


170 


163 


158 


151 


145 


140 


% 


(( 


120 


116 


113 


108 


105 


100 


96 


92 


yi 


10.5 


133 


129 


125 


121 


116 


111 


107 


102 


i 


(( 


145 


141 


136 


132 


127 


122 


117 


112 


(( 


158 


154 


148 


143 


138 


133 


127 


122 




(( 


171 


166 


160 


155 


149 


143 


137 


131 


1/ 


(( 


183 


178 


172 


166 


160 


153 


147 


141 


t 


(( 


196 


190 


184 


178 


171 


164 


157 


151 


% 


a 


135 


131 


126 


121 


116 


112 


107 


102 


¥ 


13 


149 


144 


139 


135 


129 


124 


119 


114 




u 


162 


157 


151 


146 


134 


134 


129 


123 


% 


(( 


174 


169 


163 


158 


151 


145 


139 


133 


7 


a 


186 


181 


175 


168 


162 


155 


149 


143 




^i 


199 


193 


187 


180 


173 


166 


159 


152 


9 


a 


211 


206 


198 


191 


184 


176 


169 


162 


% 


a 


151 


146 


140 


135 


129 


124 


118 


113 


y^ 


15.5 


164 


159 


153 


148 


142 


136 


130 


124 


T% 


a 


178 


172 


166 


160 


153 


147 


14L 


134 


% 


(( 


190 


184 


178 


171 


164 


158 


151 


144 


1% 


(( 


203 


196 


189 


182 


175 


168 


161 


154 


¥ 


(( 


215 


209 


201 


194 


186 


179 


171 


163 


% 


(( 


228 


221 


213 1 205 


196 


189 


181 


173 


(( 






For detail dimensions see page 


208. 





266 


CAMBRIA STEEL. 










SAFE LOADS IN THOUSANDS OF POUNDS FOR 




7^' CHANNEL AND PLATE COLUMNS. 






SQUARE ENDS. 










Based on Gordon's Formula P=— ^— — - 

1 , (12 L) 


^- Safety factor 4. 




'360001 


2 










H-- 11" -H 












y^ ^ . 




















^ ^^ 7^jZa.n.jLJZm^r9 X3- 










height 


Tinck- 


Weight 


irea of 


Least 












of each 


ness of 


of 


Column 


Radius of 


I^enstli 


in Keet. 




Chaniel. 


Plates. 


ColiiTivn. 


Section. 


Gyration, 












Lbs.perFt. 
9.75 


Inches. 


Lbs.perFt. 


S^. Ins. 
11.20 


Inches. 


6 


8 


10 


12 


14 


16 


¥ 


38.2 


3.20 


138 


137 


135 


132 


130 


127 


(( 




42.9 


12.58 


3.27 


155 


154 


151 


149 


146 


143 


li 


az 


47.6 


13.95 


3.33 


172 


170 


168 


166 


163 


160 


(( 


S 


52.2 


15.32 


3.35 


189 


187 


185 


182 


179 


175 


u 


56.9 


16.70 


3.34 


206 


204 


202 


198 


195 


191 


a 


T% 


61.5 


18.08 


3.33 


223 


221 


218 


215 


211 


207 


a 


% 


66.3 


19.45 


3.32 


240 


238 


235 


231 


227 


223 


12.25 


M 


43.2 


12.70 


3.08 


156 


155 


153 


150 


147 


143 


(( 


1% 


47.9 


14.08 


3.16 


173 


172 


169 


166 


163 


159 


a 


^ 


52.6 


15.45 


3.22 


190 


188 


186 


183 


180 


176 


a 


3^ 


57.2 


16.82 


3.29 


208 


206 


2')3 


200 


196 


192 


a 


K 


61.9 


18.20 


3.31 


225 


222 


220 


216 


213 


208 


a 


^1 


66.5 


19.58 


3.30 


242 


239 


236 


233 


229 


224 


a 


^>^ 


71.3 


20.95 


3.29 


259 


256 


253 


249 


244 


239 


14.75 


M 


48.2 


14.18 


2.99 


174 


172 


170 


167 


163 


159 


n 


^^s 


52.9 


15.56 


3.07 


191 


189 


186 


183 


179 


176 


a 


57.6 


16.93 


3.14 


209 


206 


203 


20O 


196 


192 


a 


/' 


62.2 


18.30 


3.20 


225 


223 


220 


216 


212 


208 


a 


^/. 


66.9 


19.68 


3.26 


243 


240 


237 


233 


229 


224 


u 


1% 


71.5 


21.06 


3.27 


260 


2-57 


253 


250 


245 


240 


a 


^i 


76.3 


22.43 


3.27 


277 


274 


270 


266 


261 


256 


17.25 


¥ 


53.2 


15.64 


2.91 


192 


190 


187 


183 


179 


174 


(( 


/^ 


57.9 


17.02 


2.99 


209 


207 


204 


200 


195 


191 


(I 


62.6 


18.39 


3.06 


226 


224 


220 


217 


212 


207 


u 


tI 


67.2 


19.76 


3.13 


243 


240 


237 


234 


228 


224 


u 


^ 


71.9 


21.14 


3.19 


260 


2-58 


254 


250 


245 


240 


(( 


S 


76.5 


22.52 


3.24 


277 


275 


271 


267 


262 


257 


(( 


81.3 


2:3.89 


3.24 


294 


291 


288 


283 


278 


272 


19.75 


¥ 


58.2 


17.12 


2.85 


210 


207 


204 


200 


195 


190 


(( 


/8 


62.9 


18.50 


2.93 


228 


225 


221 


217 


212 


206 


(( 


67.6 


19.87 


3.00 


244 


241 


238 


233 


228 


223 


(( 


^1 


72.2 


21.24 


3.07 


261 


259 


254 


250 


245 


240 


(( 


76.9 


22. 62 


3.13 


279 


275 


272 


267 


262 


256 


(( 


Ps 


81.5 


24.00 


3.19 


296 


293 


289 


284 


278 


273 


(( 


86.3 


2.5.37 


3.21 


313 


309 


305 


301 


294 


288 




For detail dimensions see page 


208. 









CAMBKIA STEEL. 



267 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

7^^ CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P=- 



50 000 



1+ 



(12L)2 
36 000r2 



Safety factor 4. 



» SET^XES S. 



K--11''— H 





















Thickness 


Weight 






l^ensrtli in Feet. 






of 


of each 




















Plates. 


Channel. 


18 


20 


22 


24 


26 


28 


30 


32 


34 


Inches. 


Lbs.perFt. 


124 


121 


118 


114 


111 


107 


103 


100 


97 


9.75 


140 


137 


133 


130 


125 


121 


117 


114 


110 


Ps 


u 


156 


152 


148 


144 


140 


136 


132 


127 


123 


(( 


171 


167 


163 


159 


154 


149 


145 


140 


136 


/s 


(( 


187 


182 


178 


173 


168 


163 


158 


153 


147 


K 


(( 


202 


198 


192 


187 


182 


176 


171 


165 


160 




(( 


218 


213 


207 


201 


196 


190 


184 


178 


172 


% 


a 


140 


136 


132 


128 


124 


119 


115 


111 


107 


¥ 


12.25 


156 


152 


147 


143 


139 


134 


129 


125 


120 


78 


(( 


172 


167 


163 


158 


153 


148 


143 


139 


133 


(( 


188 


183 


178 


173 


168 


163 


158 


153 


148 


t 


(( 


204 


199 


194 


188 


182 


176 


171 


165 


160 


y^ 


(( 


218 


213 


207 


202 


196 


190 


184 


178 


172 


3 


(( 


234 


228 


222 


216 


210 


203 


197 


190 


184 


% 


(( 


155 


150 


145 


141 


136 


131 


127 


122 


117 


% 


14.75 


171 


166 


161 


156 


151 


146 


141 


136 


130 


i 


(( 


187 


182 


177 


172 


166 


161 


155 


149 


144 


t( 


203 


198 


192 


187 


181 


175 


169 


163 


158 


/2 


(( 


219 


214 


209 


202 


196 


190 


184 


178 


172 


(( 


235 


229 


223 


217 


210 


203 


197 


190 


184 


h 


(( 


250 


244 


238 


231 


223 


216 


209 


203 


196 


(( 


169 


164 


159 


154 


148 


143 


137 


132 


128 


y4. 


17.25 


186 


180 


175 


169 


163 


157 


152 


146 


140 


i 


(( 


202 


197 


190 


185 


178 


172 


166 


160 


154 


a 


218 


212 


206 


200 


194 


188 


180 


174 


167 




ti 


235 


228 


222 


216 


208 


202 


195 


189 


181 


(( 


250 


244 


238 


231 


224 


217 


209 


202 


195 


1 


u 


265 


259 


252 


245 


238 


230 


222 


215 


207 


u 


185 


179 


173 


167 


161 


155 


149 


143 


137 


y 


19.75 


201 


195 


189 


182 


176 


169 


163 


157 


150 


Ps 


(( 


217 


211 


205 


198 


191 


185 


177 


170 


164 


(( 


233 


227 


220 


214 


206 


199 


192 


185 


178 


t'^ 


(( 


249 


243 


236 


229 


222 


215 


207 


200 


192 


% 


(( 


267 


259 


252 


245 


236 


229 


222 


214 


206 


ft 


(( 


282 


275 


266 


259 


251 


243 


236 


227 


219 


(( 



For detail dimensions see page 208. 



268 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

8^^ CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 






50 000 



1+, 



(12 L)^ 
36 000r2 



Safety factor 4. 



S£:FiLZ£:s b. 



Weight 


Thick- 


Weight 


Area of 


of each 


ness of 


GoliiTnn 


Channel. 


Plates. 


ColTiTnn,. 


Section. 


Lbs.perFt. 


Inches. 


Lbs.perFt. 


S(i. Ins. 


11.25 


"4 


42.9 


12.70 


n 


% 


48.0 


14.20 


(( 


53.1 


15.70 


(( 


il 


58.2 


17.20 


(( 


63.3 


18.70 


(< 


Ps 


68.4 


20.20 


(( 


73.5 


21.70 


13.75 


Va 


47.9 


14.08 


(( 




53.0 


15.58 


(( 


58.1 


17.08 


(( 


le 


63.2 


18.58 


(( 


iz 


68.3 


20.08 


(( 


9 


73.4 


21.58 


(( 


% 


78.5 


23.08 


16.25 


Vat 


52.9 


15.56 


(( 




58.0 


17.06 


(( 


63.1 


18.56 


(< 


il 


68.2 


20.06 


(( 


73.3 


21.56 


(( 


% 


78.4 


23.06 


(( 


83.5 


24.56 


18.75 


^4 


57.9 


17.02 


u 


^ 


63.0 


18.52 


(( 


68.1 


20.02 


(( 


/^ 


73.2 


21.52 


u 


V> 


78.3 


23.02 


(( 


k 


83.4 


24.52 


(( 


88.5 


26.02 


21.25 


Mr 


62.9 


18.50 


(( 


P. 


68.0 


20.00 


(( 


73.1 


21.50 


(( 




78.2 


23.00 


(( 


83.3 


24.50 


(( 


\k 


88.4 


26.00 


(I 


93.5 


27.50 



Least 
ladins of 
Gyration. 



Inches. 



3.62 
3.70 
3.72 
3.70 
3.68 
3.66 
3.65 

3.52 
3.60 
3.67 
3.67 
3.66 
3.64 
3.63 



r,eiis:tli in Keet, 



3.59 

3.27 
3.36 
3.43 
3.51 
3.57 
3.57 
3.57 



6 



157 
176 
194 
213 
231 
250 
268 

174 
193 
211 
230 
248 
267 
285 

192 
211 
229 
248 
266 
285 
303 

210 
229 
247 
266 
284 
303 
322 

228 
247 
266 
284 
303 
321 
340 



8 

156 


10 

154 


12 


14 


16 


152 


150 


147 


174 


172 


171 


168 


165 


193 


191 


189 


186 


183 


211 


209 


207 


203 


200 


229 


227 


224 


221 


218 


248 


245 


242 


239 


234 


266 


264 


260 


256 


252 


172 


171 


168 


165 


163 


191 


189 


187 


184 


181 


209 


207 


205 


202 


198 


228 


226 


223 


220 


216 


246 


244 


241 


237 


233 


265 


262 


258 


255 


250 


283 


280 


276 


272 


268 


190 


188 


185 


182 


179 


209 


206 


204 


200 


197 


228 


225 


222 


219 


215 


246 


244 


240 


237 


233 


264 


261 


258 


254 


250 


283 


279 


276 


272 


268 


301 


298 


294 


289 


285 


208 


205 


202 


199 


195 


227 


224 


221 


217 


213 


245 


242 


239 


235 


231 


264 


261 


257 


254 


249 


282 


279 


276 


271 


267 


301 


297 


294 


289 


284 


319 


315 


312 


307 


301 


226 


223 


219 


215 


211 


244 


241 


238 


234 


229 


263 


260 


256 


252 


247 


282 


279 


275 


270 


265 


300 


297 


293 


289 


283 


319 


315 


311 


306 


301 


337 


333 


329 


324 


318 



18 

144 
162 
180 
196 
213 
230 
247 

159 

177 
195 
212 
229 
246 
262 

175 
193 
211 
229 
245 
262 
279 

191 

208 
227 
245 
262 
279 
296 

206 
224 
243 
260 
278 
295 
313 



For detail dimensions see page 208. 







CAMBRIA STEEL. 




269 


SAFE LOADS 


IN THOUSANDS OF POUNDS FOR 


8^' CHANNEL AND PLATE COLUMNS. 








SQUARE ENDS. 






Based on 


Gordon's Formula F 


50 000 


Safety factor 4. 


-. , (12L)2 
"^36 000 r2 






K-- 


12^'-- H 










\ r>, 






^ 




r^ 






S£:rz£:s b. 


^ 




^, 




'-\j — 










TMckness 


Weight 




r,eiis:tli in Keet, 


of 


of each 








Plates. 


Channel. 


20 


22 


24 


26 


28 


30 


32 


34 


36 


38 


Inches. 


Lbs.perFt. 
11.25 


142 


138 


135 


131 


128 


124 


121 


117 


114 


110 


¥ 


159 


156 


152 


148 


144 


141 


137 


133 


129 


125 




(( 


176 


172 


168 


164 


160 


155 


151 


147 


143 


139 


78 


(( 


193 


189 


184 


180 


175 


170 


166 


161 


156 


151 


§ 


(( 


209 


204 


200 


194 


190 


184 


179 


175 


169 


164 


(( 


225 


221 


215 


210 


204 


199 


194 


188 


182 


176 


Ps 


(( 


242 


237 


231 


226 


219 


214 


207 


202 


195 


189 


(( 


156 


152 


149 


144 


140 


137 


132 


128 


124 


120 


¥ 


13.75 


173 


170 


165 


161 


157 


153 


148 


144 


139 


134 


/8 


(( 


191 


187 


183 


178 


173 


168 


164 


159 


154 


149 


(( 


208 


203 


199 


193 


187 


183 


178 


173 


168 


162 




(C 


224 


219 


214 


209 


203 


198 


193 


186 


181 


175 


Y> 


(( 


241 


236 


230 


224 


218 


213 


206 


200 


194 


188 


1% 


(( 


257 


251 


246 


239 


233 


226 


220 


213 


207 


200 


% 


(( 


171 


167 


163 


158 


153 


149 


144 


140 


135 


130 


¥ 


16.25 


189 


184 


179 


175 


170 


165 


160 


155 


150 


145 


% 


ii. 


206 


202 


197 


191 


187 


181 


176 


170 


165 


160 


t< 


224 


219 


214 


209 


203 


198 


191 


186 


180 


175 


s 


(( 


240 


235 


230 


223 


218 


211 


206 


199 


194 


187 


(( 


257 


251 


245 


239 


233 


226 


220 


213 


207 


200 


Ps 


(( 


274 


267 


261 


254 


247 


241 


233 


227 


219 


213 


(( 


186 


181 


176 


171 


166 


161 


155 


150 


145 


140 


M 


18.75 


204 


199 


194 


188 


182 


177 


171 


166 


161 


155 


Ps 


(( 


221 


216 


210 


205 


199 


193 


188 


182 


176 


170 


(( 


239 


233 


228 


222 


216 


210 


203 


198 


191 


186 


t'b 


(( 


257 


250 


245 


238 


231 


226 


219 


213 


206 


200 


y^ 


(( 


272 


267 


260 


254 


247 


240 


233 


226 


219 


212 


p 


(( 


289 


283 


276 


269 


262 


254 


247 


239 


232 


224 


(( 


201 


196 


191 


184 


178 


173 


167 


161 


156 


150 


¥ 


21.25 


219 


214 


208 


202 


196 


190 


184 


178 


172 


165 




(i 


237 


231 


225 


218 


212 


206 


200 


193 


187 


180 


/^ 


(( 


254 


248 


243 


236 


229 


223 


216 


209 


202 


196 


p 


(( 


272 


265 


260 


252 


246 


239 


231 


225 


218 


211 


(( 


289 


282 


276 


268 


261 


253 


245 


239 


231 


224 


p 


(( 


305 


298 


291 


283 


276 


268 


260 


253 


244 


237 


(( 






For detail dimensions see page 208. 







270 




CAMBRIA STEEL. 


SA"PB LOADS 


IN THOUSANDS 


OF POUNDS FOR 




9'' CHANNEL AND PLATE COLUMNS. I 






SQUARE ENDS 


• 


Based on Gordon's Formula P=- 

1 


50 000 




Safety factor 4. 


, (12L)2 






'36000r2 




K--13"— >{ 














^' 




T^ 




f^- 




^ 


S£:ri£:s b. 






"^r* 


Veight 


Thick- Weight 


Area of Least 

1 




of eack 


ness of of 

1 


1 
Column Radius of I^eng-tli in Keet, 


Chaimel. 


! 
Plates. : ColnmTi. 

1 


Section, Gyration. 




Lbs.perFt. 


Inches 


1 
Lbs.perFt. 


Sti.Ins.. Inches. 6 


8 


10 


12 


14 


16 


18 


20 


13.25 


¥ 


48.6 


14.28 


4.05 


177 


176 


174 


172 


170 


168 


166 


163 


a 




54.1 


15.90 


4.10 


197 


196 


194 


192 


190 


' 187 


184 


181 


ii. 


/s 


59.7 


17.53 


4.07 


217 


216 


214 


212 


209 


207 


203 


200 


u 


A 


65.2 


19.16 


4.04 


237 


236 


234 


231 


228 


225 


222 


218 


u 


Y> 


70.7 


20.78 


4.02 


257 


1 256 


253 


251 


248 


2^ 


240 


236 


u 


ft 


76.2 


22.40 


4.00 


277 


276 


273 


270 


267 


263 


259 


255 


(( 


81.7 


24.03 


3.99 


297 


296 


293 


290 


286 


282 


278 


273 


15.0 


M 


52.1 


15.32 


3.97 


190 


188 


187 


185 


183 


180 


177 


174 


ii 


T^ 


57.6 


16.94 


4.05 


210 


208 


207 


204 


202 


199 


197 


193 


u 


->1 


63.2 


18.57 


4.05 


230 


228 


226 


224 


221 


218 


215 


212 


(( 


/s 


68.7 


20.20 


4.03 


250 


249 


246 


244 


241 


237 


234 


230 


u 


l| 


74.2 


21.82 


4.01 


270 


268 


266 


263 


260 


256 


252 


248 


(( 


t"? 


79.7 


23.44 


3.99 


290 


288 


286 


283 


279 


275 


271 


266 


u 


^7; 


85.2 


25.07 


3.97 


310 


308 


306 


302 


299 


295 


290 


285 


20.0 


^ 


62.1 


18.26 


3.78 


226 


224 


222 


219 


216 


213 


209 


205 


(1 


T?r 


67.6 


19.88 


3.87 


246 


244 


242 


239 


236 


233 


228! 


224 


u 


5I 


73.2 


21.51 


3.95 


266 


2&4 


262 


260 


256 


252 


248 i 


244 


u 


tV 


78.7 


23.14 


3.98 


286 


28.5 


282 


279 


276 


272 


268' 


263 


(( 


M 


84.2 


24.76 ' 3.96 


306 


305 


302 


299 


295 


291 


286 


280 


(( 


h 


89.7 


26.39 3.95 


327 


325 


322 


318 


314 


309 


304 


299 


(( 


9s 


95.2 


28.01 3.94 347 


345 


342 


338 


333 


328 


323 1 


317 


25.0 


¥ 


72.1 


21.20 3.&4 262 


260 


257 


254 


251 


246 


1 
242 


236 


(( 




77.6 


22.82 


3.73 i 282 


280 


277 


274 270 


266 


261 


255 


a 


83.2 


24.45 


3.81 


303 


300 


298 


294 290 


285 


281 276 


u 


fk 


88.7 


26.08 


3.89 


323 


320 


317 i 


314 310| 


305 


301 295 


u 


94.2 


27.70 ' 3.92 


343 


341 


337 j 


333 329; 


324 


319 314 


(( 


1% 


99.7 


29.32 i 3.91 


363 


361 


357i 


353 348! 


343 338 332 


(( 


Ys ' 105.2 1 


30.95 1 3.90 1 383 


380 i 


377 1 


373 368 


362 357. 350 




F 


or detail dimensions see pag 


s 208. 



CAMBKIA STEEL. 



271 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

9'' CHANNEL AND PLATE COLUMNS. 

SQUARE ENDS. 



Based on Gordon's Formula P= 



50 000 



1+ 



(12L)2 
36 000 r2 



Safety factor 4. 



SETITE& IB. 



K-13"- 


















Thickness 


Weight 


I^engrtli in 


Kee^ 


• 






of 


of each 
















Plates. 


Channel. 


22 


24 


26 


28 


30 


32 


34 


36 


38 


40 


42 


Inches. 


Lbs.perFt. 


160 


157 


153 


150 


146 


143 


139 


136 


132 


128 


125 


% 


13.25 


178 


174 


172 


168 


164 


160 


156 


152 


148 


144 


140 


P. 


(( 


196 


192 


188 


184 


180 


175 


171 


167 


163 


158 


154 


(( 


'214 


210 


206 


201 


196 


192 


187 


182 


177 


172 


167 




(( 


232 


227 


222 


217 


212 


207 


202 


196 


191 


186 


181 


1^ 


(( 


250 


245 


240 


234 


229 


223 


217 


211 


206 


200 


194 


% 


(( 


268 


263 


257 


251 


245 


239 


233 


227 


221 


215 


208 


(( 


171 


167 


164 


159 


156 


152 


148 


144 


140 


136 


132 


M 


16.0 


190 


186 


182 


178 


174 


169 


165 


161 


156 


152 


148 




(C 


208 


204 


199 


195 


190 


186 


181 


176 


172 


167 


162 


/8 


(( 


225 


221 


216 


212 


207 


202 


197 


192 


187 


181 


176 


/h 


(( 


243 


238 


233 


228 


223 


217 


212 


206 


200 


195 


189 


3^ 


(( 


261 


256 


251 


245 


239 


233 


227 


221 


215 


209 


203 


ft 


(( 


280 


274 


268 


261 


255 


248 


242 


235 


229 


223 


216 


(( 


201 


197 


192 


187 


183 


177 


172 


168 


162 


158 


153 


% 


20.0 


220 


215 


211 


206 


200 


195 


190 


185 


180 


174 


168 


T% 


(I 


239 


234 


229 


224 


218 


213 


207 


202 


196 


191 


186 


% 


(( 


258 


253 


247 


242 


236 


230 


224 


218 


213 


205 


200 




(( 


275 


269 


264 


258 


251 


245 


239 


232 


226 


220 


214 


(( 


293 


287 


281 


274 


268 


261 


255 


248 


241 


234 


228 


TS 


(( 


311 


305 


298 


291 


284 


277 


270 


263 


256 


247 


240 


% 


(( 


232 


226 


221 


214 


209 


202 


197 


190 


185 


179 


173 


% 


25.0 


250 


245 


238 


233 


227 


220 


214 


207 


201 


196- 


189 


T% 


(( 


269 


264 


258 


252 


245 


238 


232 


226 


218 


212 


206 


% 


(( 


288 


283 


276 


270 


264 


257 


250 


242 


236 


229 


222 


§ 


(( 


308 


301 


205 


288 


280 


273 


266 


259 


252 


245 


238 


(( 


326 


319 


312 


304 


296 


289 


281 


274 


266 


260 


251 


% 




344 


335 


328 


320 


313 


309 


297 


289 


281 


273 


264 


(( 



For detail dimensions see page 208. 



272 



CAMBEIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

10'^ CHANNEL AND PLATS COLUMNS. 

SQUARE ENDS. 

Safety factor 4. 



Based on Gordon's Formnla P= 



1+ 



l:^L)- 
36 000r2 





1 '^ 


15" ■ 
























^ 




#* 










^L 




!^^ 




s:e:£^zss 5. 


'-^ — 




V eight 


Taick- 


¥eishi 


Area of 


Least 




of each 


, ness of 


of 


C<)iTim!i 


Kadinsof 


I^engtli in Keet. 


ChanTieL 


Plates. 


ColTlTTlTi, 


Section. 


GjiatioiL 


i 


Lbs.perFt. 


' Inches 


Lbs.perFi. 


Sq.Ins. 


Inches. 


8 


10 12 


14 16 
198 195 


18 20 22 24 


15 


^ 


' 55.5 


' 16.42 


4.49 


203 


201 199 


193 


190 187 185 


(( 




; 61.9 


1S.30 


4.53 


226 


224 223 


22) 218 


216 


212 209 206 


(( 


3^ 


68.3 


20.17 


4.65 


249 


247 245 


243 241 


2:38 


235 252 


228 


(( 


7 


74.6 


22.05 


4.70 


272 


271 265 


266 263 


261 


257 253 


250 


a 


1^ 


81.0 


23.92 


4.67 


296 


2fV4 291 


2^9 286 


282 


278 275 


271 


(( 


Ps 


87.4 


25.80 


4.65 


319 


316 314 


311 308 


304 


: 300 296 


291 


i( 


93.8 


27.67 


4.63 


342 


339 337 


i 334| 330 


326 


1 322 317 

j 


312 


20 


M 


1 65.5 


19.26 


4.29 


237 


236 233I 23ll 228f 225 


2211 218 


214 


(( 


Ps 


71.9 


21.14 


4.39 


261 


259 257 254 251 24S 


244 240 


'2Z^ 


(( 


1 78.3 


23.01 


4.47 


284 


282 279 277 273 270 


266 262 


258 


(( 


JL. 


84.6 


24.89 


4.55 


307 


30.5 303 300 297 292 


289 2n5 


280 


a 


y^ 


91.0 


26.76 


4.62 


331 


328 326 323 319 315 


311 306 


3C2 


a 


_9_ 


97.4 


28.&4 


4.63 


a>i 


3-51 349 346 a41 337 


333 328 


323 


u 


^ 


103.8 


30.51 


4.61 


377 


374 371 368 3C4; 359 

1 j 


355 349, 344 


25 


¥ 


75.5 


22.20 


4.13 


274 


27l! 268 26-5 262' 258 


254 249 245 


n 




81.9 


24.08 


4.23 


297 


294 292 288 28-5 280 


277 272 


266 


C( 


88.3 


25.95 


4.32 


320 


318 315 312 308 


303 


299 294 


288 


14 


^ 


94.6 


27.83 


4.40 


343 


341 3:38 


334 331 


326 322 316 


310 


a 


1 


101.0 


29.70 


4.48 


367 


364 361 


357 S53 


349 343 339 


332 


a 


107.4 


31..3.S 


4.5.5 


390 


:3S7 384 


380 376 


371 366 361 


3-55 


a 


113.8 


33.4-5 


4.5S 


413 


410 407 


403 399 3l>4 388 383 

j 


377 


30 


M 


85.5 


^.14 


4.01 


309 


307 303 


300 295 291 286' 280 


275 


ii 


i 


91.9 


27.02 


4.11 


333 


330 327 


323 318 313 308 302 


298 


it 


98.3 


28.89 


4.20 


a56 


3.53 349 


346 341 336 3:31 326 


320 


u 


§ 


104.6 


30.77 


4.28 


379 377 373 369 36.5 3-59 3-53 348 342 


(( 


111.0 


32.^4 


4.36 


403 400 396 392 3S7 362 376 371 


364 


a 


ft 


117.4 


34.52 


4.43 


426, 


42:3 419 415 410 404 399, 392 


:^^6 


a 


123.8 


36.39 


4.50 


449, 


446 442 438 432 428, 422 


415 


409 


35 


M 


95.5 


28.08 


3.90 


a45 342 3:38 334 329 324 


318 312 


304 


(( 


101.9 


29.96 


4.00 


369 36-5 361 357 ^52 346 


34^3 334 


327 


(( 


108.3 


31.83 


4.10 


392 


:iS9 38-5 3S0 375 369 


363 356 


349 


(( 


j^ 


114.6 I 


33.71 i 


4.18 


415 


412 408 4C4 398 


392 


386 379 


373 


(( 


IZ 


121.0 1 


3-5.58 


4.26 


438, 


436 431 426 420 


415 


409 4-1 


395 


11 1 


ft ^ 


127.4 i 


37.46 


4.33 


462i 


459 4.54 


450 444 


437 


432 424 


418 


<« I 


133.8 : 


39.33 


4.40 1 


4S5; 481 478 


472 467 461 


455 447 


439 






F 


or deu 


lil dimen 


sions pee page 209. 



CAMBRIA 


STEEL 




273 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 


10'' CHANNEL AND PLATE COLUMNS 




SQUARE 


ENDS. 






Based on Gordon's Formula P- 


50000 
. , (12L)2 
"^36000r2 


Safety factor 4. 














?,o aj 










1 




r 




S£:x%x:e:s b 


' 


;^ _ 




:S^ 














Thickness 


Weight 


l^eiis;tli in Keel 


* 






of 
Plates. 


of each 
Channel. 

Lbs.perFt. 


26 

181 


28 

178 


30 

174 


32 

171 


34 

167 


36 

163 


38 

159 


40 

156 


42 

152 


44 


46 


48 


Inches. 


148 


145 


141 


34 


15 


202 


199 


195 


191 


188 


183 


179 


176 


171 


167 


163 


159 


t 


(( 


224 


220 


216 


212 


208 


204 


199 


195 


190 


185 


181 


177 


% 


(( 


246 


241 


237 


233 


228 


223 


218 


214 


209 


204 


199 


195 


Te 


n 


266 


261 


257 


251 


246 


242 


237 


231 


226 


221 


215 


210 


a 


287 


282 


276 


271 


266 


261 


254 


249 


244 


237 


232 


226 


-9- 


11 


307 


302 


296 


291 


285 


278 


273 


267 


260 


254 


248 


241 


% 


n 


210 


206 


201 


197 


193 


188 


183 


179 


174 


169 


165 


160 


yi 


20 


232 


227 


223 


218 


214 


208 


203 


198 


193 


189 


183 


179 


il 


(( 


254 


248 


244 


238 


234 


228 


223 


218 


213 


208 


202 


197 


'% 


(( 


275 


270 


265 


260 


254 


249 


243 


238 


232 


226 


221 


216 


7 
16 


(( 


297 


291 


286 


281 


274 


269 


264 


257 


251 


246 


239 


233 


4 


(( 


318 


313 


306 


301 


295 


288 


282 


276 


269 


263 


257 


250 


% 


(( 


339 


332 


326 


320 


313 


307 


301 


293 


286 


280 


272 


266 


(( 


239 


234 


229 


224 


219 


213 


207 


202 


196 


190 


186 


180 


% 


25 


262 


256 


250 


245 


240 


234 


227 


221 


216 


210 


204 


199 


T% 


a 


284 


277 


272 


266 


260 


254 


248 


241 


236 


229 


223 


217 


% 


a 


305 


299 


294 


287 


281 


274 


268 


261 


256 


248 


241 


236 




(( 


327 


322 


315 


309 


302 


296 


288 


282 


274 


268 


261 


255 


yi 


it 


349 


342 


336 


330 


322 


316 


308 


301 


295 


287 


280 


274 


T% 


ii 


370 


364 


356 


350 


343 


335 


328 


321 


312 


305 


299 


290 


A, 


(( 


269 


263 


257 


250 


244 


237 


231 


224 


218 


212 


205 


199 


H 


30 


291 


285 


278 


272 


265 


258 


252 


245 


239 


232 


225 


218 


T%' 


(( 


313 


306 


300 


293 


286 


279 


273 


265 


258 


251 


243 


238 


% 


(( 


335 


329 


322 


314 


308 


300 


292 


286 


278 


270 


264 


256 


j'e 


(( 


357 


351 


342 


336 


328 


320 


313 


305 


298 


290 


282 


275 


y2 


(( 


379 


372 


364 


357 


349 


342 


333 


326 


317 


310 


301 


294 


8 


(( 


401 


394 


386 


378 


370 


362 


355 


345 


338 


329 


321 


312 


(( 


298 


291 


284 


277 


269 


262 


255 


248 


239 


232 


225 


219 


34 


35 


320 


313 


306 


298 


291 


283 


275 


267 


260 


252 


245 


238 


T% 


(( 


343 


336 


328 


320 


312 


304 


296 


287 


281 


273 


265 


257 


% 


(( 


365 


357 


349 


340 


334 


325 


317 


309 


301 


292 


284 


276 


Tsr 


11 


. 387 


379 


372 


363 


354 


345 


338 


329 


320 


312 


303 


294 


2 


a 


409 


401 


393 


384 


375 


367 


358 


350 


340 


331 


323 


314 


Ps 


a 


432 


422 


415 


405 


397 


387 


379 


369 


361 


351 


341 


333 


a 


For detail dimension 


3 see p 


age 20^ 


). 





274 






CAMBRIA STEEL 


SAFE LOADS 


IN THOUSANDS OF POUNDS FOR 




12^' 


CHANNEL AND PLATE COLUMNS. | 








SQUARE ENDS. 


Based on Gordon's Formula P= .^ ■ Safety factor 4. 

^36 000r2 




H-- 


16'' —^ 








1 r\ - 








^ 




w 




r^ 




^^ 




s£:rz£:s b. 


■ O 


^ 


Weight 


Thick- 


Weight 
of 


Area of 


Least 




of each 


ness of 


Column 


Radius of 


I^eng^tli in Keet. 


Channel. 


Plates. 


Oolunin. 


j Section. 


i Gjration. 




Lbs.perFt. 


• 
Inches. 


Lbs.perFt. 


Sq. Ins. 


Inches. 


8 


|10 


!12!14 


il6 


18 


20 


22 

234 


i24 
231 


20.6 


¥ 


68.2 


20.06 


5.23 


248 


!247 


1 

246! 244 


241 


240 


237 


u 


/^ 


75.0 


22.06 


5.18 


273 


I 272 


1 270' 268 


' 266 


263 


260 


! 2.58 


! 254 


(( 


81.8 


24.06 


5.14 


298 


296 


2951 292 


290 


287 


283 


1 280 


; 276 


(( 


/' 


88.6 


26.06 


5.10 


322 


321 


318! 317 


1 314 


311 


307 


303 


299 


(( 


>^ 


95.4 


28.06 


5.07 


347 


345 


343! 340 


' 337 


333 


331 


327 


I 322 


u 




102.2 


30.06 


5.04 


372 


370 


367 


j 364 


361 


357 


354 


349 


; 344 


u 


109.0 


32.06 


5.01 


397 


394 


392 


389 


385 


381 


377 


372 


j 367 


25 


^ 


77.2 


22.70 


5.09 


281 


279 


277 


275 


273 


270 


267 


264 


' 261 


(( 


T% 


84.0 


24.70 


5.14 


306 


304 


302 
326 


300 


297 


294 


291 


; 287 


, 284 


it, 


% 


90.8 


26.70 


5.11 


330 


328 


324 


321 


318 


315 


' 311 


307 


a 


/I 


97.6 


28.70 


5.07 


3.55 


353 


351 


348 


345 


341 


338 


334 


330 


u 


¥ 


104.4 


30.70 


5.05 


380 


378 


375 


372 


369 


365 


361 


356 


351 


(( 




111.2 


32.70 


5.02 


405 


402 


400 


396 


393 


389 


38-4 


379 


374 


(I 


^ 


118.0 


34.70 


5.00 


429 


427 


424 


421 


417 


412 


408 


403 


397 


30 


^ 


87.2 


25.64 


4.93 


317 


315 


313 


311 


308 


304 


300 


296 


292 


a 


A 


94.0 


27.64 


5.04 


342 


340 


338 


335 


332: 


328 


326 


321 


316 


(( 


¥ 


100.8 


29.64 


5.07 


367 


365 


362 


359 


356! 


352 


349 


345 


340 


(( 


/2 


107.6 


31.64 


5.04 


391 


389 


387 


383 


3801 


376 


373 


367 


362 


u 


114.4 


33.64 


5.02 


416 


414 


411 


408 


404 


400 


395 


390 


385 


(( 


-h 


121.2 


35.64 


4.99 


441 


438 


435 


432 


428 


424 


419 


413 


408 


(( 


Vs 


128.0 


37.64 


4.98 


466 


463 


460 


456 


452 


447 


442 


437 


431 


35 


¥ 


97.2 


28.58 


4.80 


353 


351 


349 


346 


342 


338 


334 


329 


325 


(( 


% 


104.0 


30.58 


4.91 


378 


376 


374 


370 


3661 


362 


358 


354 


349 


" 


110.8 


32.58 


5.01 


403 


401 


398 


395 


391' 


387, 


383 


378 


373 


(( 


/I 


117.6 


34.58 


4.99 


428 


425 


422 


419 


415: 


41l! 


406 


401 


396 


a 


>l 


124.4 


36.58 


4.97 


453 


450 


447 


443 


439' 


435, 


430 


424 


419 


a 


s 


131.2 


38 58 


4.95 


477 


475. 


471 


468, 


463 


458 


453 


448 


442 


(( 


138.0 


40.58 


4.94 


502 


499 


496 


492 


487 


482 


477 


469 


463 


40 


3^ 


107.2 


31.52 


4.69 


389 


387j 


384 


380 


3771 


373 


367 


362 


357 


(( 


i 


114.0 


33.52 


4.80 


414 


412 


409 


405 


402 


396 


391 


386 


381 


u 


120.8 


35.52 


4.90 


439 


437; 


434 


430 


425: 


421 


416 


411 


405 


(( 




127.6 


37.52 


4.95 


464 


462, 


458 


455' 


451 i 


446 


441 


435 


429 


" 


134.4 


39.52 


4.94 


489 


486 


483 


479: 


474 


470 


464 


457 1 


451 


" 


141.2 


41.52 


4.92 


514 


511 i 


507 


5031 


497 


492 


4S6 


m 


473 


u I 


/^ 


148.0 


43.52 1 


4.91 


538 


535 


532 


5261 


521 


516. 


510 : 


5031 


496 






F 


'or det£ 


ill dimensions see page 209. 











CAMBRIA STEEL. 


275 


SAFE LOADS 


IN THOUSANDS OP POUNDS FOR 






12^^ CHANNEL AND PLATE COLUMNS. 












SQUARE ENDS. 






^0 ()()() 

Based on Gordon's Formula P= ^ • Safety factor 4. 












^36000r2 




















^ 




^ 










se:rie:s s. 


1^ 


to. 






^ 














TMck- 


Weight 








I^ensrtli in Keet. 


ness of 


of each 














Plates, 


Channel. 


26 

228 


28 

225 


30 

222 


32 

218 


34 

215 


36 

211 


38 

207 


40 

204 


42 


44 


46 

191 


48 


Inches. 


Lbs.perFt 


200 


196 


187 


¥ 


20.5 


251 


247 


243 


239 


235 


231 


227 


223 


218 


214 


209 


205 


78 


(( 


272 


269 


265 


261 


256 


251 


247 


242 


237 


232 


228 


223 


(( 


295 


291 


286 


281 


276 


271 


266 


262 


257 


251 


246 


241 


Z 


C( 


318 


313 


308 


303 


297 


292 


286 


281 


275 


269 


263 


258 


>l 


i( 


339 


334 


328 


324 


319 


313 


307 


301 


295 


288 


282 


276 


Ps 


(C 


362 


356 


350 


344 


338 


332 


326 


319 


313 


306 


299 


293 


t( 


257 


253 


249 


245 


241 


236 


232 


227 


222 


219 


214 


210 


M 


25 


280 


276 


272 


268 


263 


258 


253 


248 


243 


238 


234 


229 


i 


(< 


302 


298 


293 


288 


283 


279 


274 


268 


263 


258 


252 


247 


(( 


325 


320 


315 


310 


304 


299 


293 


287 


281 


275 


269 


264 




(( 


348 


342 


337 


331 


325 


319 


313 


307 


301 


295 


288 


282 


(( 


369 


363 


357 


351 


345 


339 


332 


325 


319 


312 


305 


299 


S 


(( 


391 


385 


379 


373 


366 


359 


352 


345 


338 


331 


324 


317 


(6 


288 


284 


279 


274 


269 


264 


259 


254 


249 


243 


238 


233 


M 


30 


312 


307 


302 


298 


293 


287 


282 


276 


271 


265 


260 


254 


^i 


t( 


336 


330 


325 


320 


314 


308 


302 


296 


290 


284 


278 


272 


% 


(( 


357 


351 


346 


341 


335 


329 


323 


316 


310 


304 


297 


291 


t 


tc 


379 


374 


368 


361 


355 


348 


342 


335 


328 


321 


314 


307 


(( 


402 


396 


389 


383 


376 


369 


362 


355 


347 


340 


333 


326 


ft 


(i 


425 


418 


411 


404 


397 


390 


382 


375 


367 


359 


351 


344 


if. 


320 


315 


310 


303 


297 


292 


286 


280 


273 


267 


261 


255 


M 


35 


344 


338 


333 


327 


321 


315 


309 


303 


295 


289 


282 


276 


T% 


(( 


368 


362 


356 


350 


344 


337 


331 


324 


318 


311 


304 


298 


V^ 


(( 


390 


384 


378 


371 


365 


358 


351 


344 


337 


330 


323 


316 


-is 


(( 


413 


406 


400 


393 


386 


379 


371 


364 


355 


347 


340 


332 


(t 


434 


427 


420 


413 


405 


398 


390 


382 


374 


366 


358 


350 


i 


(( 


456 


449 


442 


434 


426 


418 


410 


402 


394 


385 


377 


369 


(( 


35] 


344 


339 


333 


326 


318 


312 


306 


298 


291 


285 


278 


¥ 


40 


375 


369 


363 


355 


349 


342 


335 


328 


320 


313 


306 


299 




(( 


399 


393 


386 


380 


373 


366 


357 


350 


343 


335 


328 


321 


(( 


422 


415 


408 


401 


394 


387 


379 


372 


364 


356 


348 


341 


^ 


4( 


444 


437 


430 


423 


415 


407 


399 


391 


383 


375 


367 


359 


(C 


466 


459 


452 


444 


436 


428 


420 


411 


403 


394 


386 


375 


T« 


(£ 


489 


481 


473 


465 


457 


448 


440 


431 


420 


411 


402 


393 


Ys 


(( 








I 


"or detail dime 


nsions see page 209. 





276 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS 
15'^ CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 



FOR 



Based on Gordon's Formula P=- 



50 000 



1+ 



(12 L)^ 



Safety factor 4. 







20''. 












36 00 


Jr2 














n 
^ 




r 


rf-w-wrw-y^ 


■ w m^-m ^^^ 




"^^ 




5£«fG.JL.E;:«S9 jc». 


Weight 


j Thick- 


Weight 
of 


Area of 


Least 




of each 


' ness of 


Golnmn 


Radius of 


l^engtli in Keet. 


Channel. 
Lbs.perFt 

33 


' Plates. 
Inches 


Colujnn. 
Lbs.perFt 


Section 
Sarins 


Gyration. 




! Inches. 


12 


|14 


|16 


118 


20 


22 


24 


!26 


28 


% 


117.0 


34.80 


6.59 


429 


i 427 


'425 


: 423 


420 


417 


414 


' 410 


' 406 


n 


i 


125.5 


37.30 


6.57 


460 


: 458 


456 


; 453 


j 450 


447 


442 


438 


i 434 


(( 


134.0 


39.80 


6.52 


491 


1 489 


, 485 


482 


1 479 


i 476 


! 472 


, 468 


! 463 


(( 


/8 


142.5 


42.30 


6.48 


521 


! 519 


■ 516 


513 


509 


1 505 


1 501 


i 497 


! 492 


u 


151.0 


44.80 


6.44 


552 


: 549 


; 546 


543 


539 


; 535 


! 531 


1 526 


521 


u 


A, 


159.5 


47.30 


6.41 


583 


1 580 


1 577 


, 573 


, 569 


565 


; 561 


554 


549 


(( 


168.0 


49.80 


6.38 


614 


: 611 


1 607 


604 


599 


j 595 


589 


, 583 


578 


35 


% 


121.0 


35.58 


6.55 


439 


\ 437 


1 435 


'432 


' 428 


425 


422 


418 


414 


(( 


i 


129.5 


38.08 


6.56 


470 


468 


465 


463 


459 


455 


451 


; 447 


1 443 


u 


138.0 


40.58 


6.52 


501 


498 


495 


492 


488 


485 


481 


; 477 


472 


u 


za 


146.5 


43.08 


6.48 


531 


528 


525 


522 


519 


515 


511 


506 


501 


(( 


155.0 


45.58 


6.44 


562 


559 


556 


552 


549 


Mb 


540 


535 


531 


(( 


II 


163.5 


48.08 


6.41 


592 


590 


586 


583 


579 


574 


570 


563 


558 


(( 


172.0 


50.58 


6.33 


623 


620 


617 


613 


609 


604 


598 


592 


587 


40 


% 


131.0 


38.52 


6.41 


475 


472 


470 


467 


4&4 


460 


457 


451 


447 


a 




139.5 


41.02 


6.51 


506 


503 


500 


497 


494 


490 


486 


482 


477 


(( 


IZ 


148.0 


43.52 


6.50 


537 


534 


531 


527 


524 


520 


516 


511 


507 


(C 


_9_ 


156.5 


46.02 


6.47 


567 


5&4 


561 


558 


5.54 


550 


545 


541 


536 


u 


%. 


165.0* 


48.52 


6.43 


598 


O^D 


592 


588 


584 


580 


575 


570 


563 


(( 


A 


173.5 


51.02 


6.40 


629 


626 


622 


618 


614 


610 


603 


598 


592 


(( 


182.0 


53.52 


6.37 


659 


656 


653 


649 


644 


638 


633 


627 


621 


45 


% 


141.0 


41.48 


6.28 


511 


509 


506 


502 


498 


494 


490 


486 


480 


(( 


i 


149.5 


43.98 


6.39 


542 


539 


536 


533 


529 


525 


520 


515 


510 


(( 


158.0 


46.48 


6.48 


573 


570 


567 


563 


559 


555 


551 


546 


541 


a 




166.5 


48.98 


6.45 


604 


601 


597 


594 


590 


585 


580 


575 


570 


it 


/8 


175.0 


51.48 


6.42 


634 


631 


628 


624 


620 


615 


610 


603 


597 


a 


ii 


183.5 


53.98 


6.39 


665 


662 


658 


654 


650 


645 


638 


632 


626 


li 


^ 


192.0 


56.48 


6.37 


696 


693 


689 


685 


680, 


673 


667 


661 


655 


50 


^ 


151.0 


44.42 


6.17 


547 


544 


54l' 


537' 


533 


528; 


523 


519 


514 


(( 


/I 


159.5 


46.92 


6.28 


578 


575 


572 


567, 


563 


559 


555, 


550 


543 


(( 


>l 


168.0 


49.42 


6.37 


609' 


606 


603 


599 


595 


589, 


5S4, 


579 


573 


(( 


ft 


176.5 


51.92 


6.43 


(>40: 


636 


633 


629 


625 


620 


615 1 


610 ; 


602 


(( 


185.0 


54.42 


6.40 


671- 


6671 


664 


660 


655 


650, 


643; 


6371 


631 


a 


II 


193.5 1 


56.92 


6.. 37 


701 


698 


694; 


690 


685; 


678 


673 1 


667 


660 


a 


202.0 1 


59.42 


6.35 


732; 


729 


725; 


720 


715^ 


708; 


702 


696 


689 


55 


^ 


161.0 i 


47.36 


6.07 


583' 


580' 


576 


571 


567' 


563 


556 


551 


546 


(( 


i 


169.5 1 


49.86 


6.18 


614 


610 


607 


603 


599 


593 


588 


582- 


577 


a 


178.0 


52.36 


6.28 


645 


642 


639 


633 


629 


624 


619 


613 


605 


a 




186.5 


54.86 1 


6.37 


676 


673 


669 


665 


660 


654 


648 


643 


636 


n 


/^ 


195.0 1 


57.36 ; 


6.38 


707 


703 


700! 


695 


690 


685 


678 


672 


665 


(( 


It 


203.5 


59.86 


6.35 


738 


734 i 


730; 


726: 


721 


713 


707, 


701 


694 


u 


212.0 i 


62.36 i 


6.33 


768 


7641 


760i 


756: 751 


743 


737 


730 


724 






For detj 


lil dimen 


sions see page 209. 



CAMBRIA STEEL. 




277 


SAFE LOADS IN THOUSANDS OP POUNDS FOR 


15'' CHANNEL AND PLATE COLUMNS 


. 


SQUARE ENDS. 






50 000 
Based on Gordon's Formula P= -, - 

^36000r2 


Safety factor 4. 








^ 




r 


s£:zti£:s B. 


.r^ 




^ 










Thick- 


Weight 


I^eiigrtli in Keet. 




ness of 


of each 






Plates. 


Channel. 
Lbs.perFt. 

33 


30 

401 


32 

397 


34 

393 


36 

388 


38 

883 


40 

379 


42 

374 


44 

369 


46 


48 


50 


52 


Inches. 


364 


359 


353 


348 


% 


430 


425 


421 


416 


411 


406 


401 


395 


390 


384 


379 


373 


i/ 


(e 


459 


454 


449 


444 


439 


433 


427 


422 


414 


408 


402 


396 


(( 


487 


482 


477 


470 


464 


458 


452 


446 


440 


434 


427 


421 


9 


(( 


515 


509 


503 


498 


492 


485 


479 


473 


466 


457 


450 


444 


/8 


(( 


543 


538 


532 


525 


519 


512 


504 


497 


490 


483 


476 


468 


II 


(( 


572 


566 


560 


553 


544 


537 


530 


523 


516 


508 


501 


491 


(( 


410 


406 


401 


397 


392 


387 


382 


377 


372 


367 


361 


356 


% 


35 


439 


434 


430 


425 


420 


414 


409 


404 


398 


392 


387 


381 


i 


(( 


468 


463 


458 


452 


447 


442 


436 


430 


422 


416 


410 


404 


(< 


496 


491 


486 


478 


473 


467 


461 


454 


448 


442 


435 


429 




(( 


523 


518 


512 


506 


500 


494 


487 


481 


474 


465 


458 


451 


/8 


(( 


552 


546 


540 


534 


528 


521 


512 


505 


498 


491 


483 


476 


II 


(6 


581 


575 


568 


562 


553 


546 


538 


531 


524 


516 


509 


498 


(( 


442 


438 


433 


428 


423 


417 


410 


404 


399 


393 


387 


381 


% 


40 


473 


468 


463 


457 


452 


446 


439 


433 


427 


421 


414 


408 


i 


(( 


502 


496 


491 


485 


480 


471 


465 


459 


453 


446 


440 


433 


(( 


530 


525 


517 


511 


505 


499 


492 


485 


479 


472 


465 


458 




(( 


557 


551 


545 


539 


532 


526 


519 


512 


502 


495 


488 


480 


/» 


u 


586 


580 


573 


567 


560 


553 


543 


536 


528 


521 


513 


505 


II 


(6 


615 


608 


601 


592 


585 


577 


570 


562 


554 


546 


538 


527 


(( 


475 


470 


464 


459 


451 


445 


440 


433 


427 


421 


413 


407 


% 


45 


505 


500 


494 


488 


483 


474 


468 


462 


455 


449 


442 


435 


i 


(( 


536 


530 


524 


516 


510 


504 


497 


490 


483 


477 


470 


463 


(( 


563 


557 


550 


544 


537 


531 


524 


517 


509 


502 


492 


485 




(( 


591 


585 


578 


572 


565 


558 


550 


540 


533 


525 


518 


510 


(( 


620 


613 


607 


600 


592 


582 


575 


567 


559 


551 


543 


535 


1 


(& 


649 


642 


635 


625 


517 


609 


601 


593 


585 


576 


568 


556 


(( 


507 


501 


495 


489 


481 


475 


469 


462 


453 


447 


440 


433 


Vs 


50 


537 


531 


525 


519 


510 


504 


497 


493 


483 


476 


467 


460 


i 


(( 


568 


562 


555 


547 


540 


533 


526 


519 


512 


504 


497 


487 


P2 


(( 


596 


590 


583 


577 


570 


563 


555 


548 


538 


530 


522 


514 


T% 


£6 


625 


618 


612 


604 


597 


590 


579 


571 


563 


555 


547 


539 


Ps 


(( 


654 


647 


640 


630 


622 


614 


606 


598 


589 


581 


572 


561 


H 


(( 


682 


675 


665 


657 


649 


641 


632 


623 


615 


603 


594 


585 


(( 


540 


532 


526 


520 


511 


504 


497 


490 


481 


474 


466 


457 


% 


55 


569 


562 


556 


549 


542 


533 


526 


519 


511 


501 


494 


486 




(& 


599 


593 


586 


579 


570 


562 


555 


547 


540 


532 


521 


513 


C( 


630 


623 


616 


607 


599 


592 


584 


576 


568 


560 


552 


540 


i 


(( 


659 


652 


645 


637 


627 


619 


611 


602 


594 


585 


577 


565 


(£ 


687 


680 


670 


662 


654 


646 


637 


628 


620 


608 


599 


590 


A 


k( 


716 


706 


698 


690 


681 


673 


664 


652 


643 


633 


624 


614 


(i 










E 


'or d 


stall 


dimer 


isions £ 


>ee pag 


e 209. 













278 




CAMBRIA STEEL. 






SAFE LOADS IN THOUSANDS OF POUNDS FOR 

HOIjLO-W ROUND CAST IRON COLUMNS. 

SQUARE ENDS. 






Based on Gordon's Foi-mula P= p- 


— . 








P 




P=safe load in pounds per square inch. 
l=length of column in inches. 
d=outside diameter of column in inches. 

Ultimate compressive strength=80 000 pounds per square inch. 
Safe loads for other safety factors than that of the tables may- 


Safety factor 8. 
be obtained as fol- 


lows : — New safe load=Safe load from table ) 


« , 








^ New factor 


Diameter 

in 
Inches. 


Thick- 
ness m 
Inches. 


I^etisrtfi of Column in F'eet. 


Area 
of Metal 

in 
Sq. Ins. 


Weight 
per Foot 

in 
Pounds. 


6 

105 
119 


8 

94 
107 


10 

82 
94 


12 

72 
82 


14 

62 

71 


16 

64 
62 


18 

47 
64 


20 

41 

47 


22 

36 
41 


24 

32 
36 


6 


1 


12.4 
14.1 


38.7 
44.0 


7 


i 


130 
149 


119 
136 


108 
123 


96 
110 


86 

98 


76 
87 


67 

77 


60 

68 


63 
61 


47 
64 


14.7 
16.8 


46.0 
52.6 


8 


? 


155 

178 
200 


145 

166 
186 


133 

153 
172 


122 
139 
158 


110 
126 
142 


99 
114 

128 


89 
104 
115 


80 

92 

103 


72 
83 
93 


65 
75 

84 


17.1 
19.6 
22.0 


63.4 
61.2 

68.7 


9 


1^ 
1% 


207 
233 

258 


196 
220 
244 


183 
206 
228 


169 
190 
211 


159 
179 
198 


142 
160 
177 


130 
146 
162 


118 
133 
147 


108 
121 
134 


98 
110 
122 


22.3 
25.1 

27.8 


69.8 

78.6 
87.0 


10 


1^ 


235 
265 
294 
323 


225 
254 

281 
308 


212 
240 
266 
291 


199 
224 
249 
273 


185 
209 
232 
254 


172 
194 
215 
235 


158 
178 
198 
217 


146 
164 
182 
200 


134 

151 
168 
184 


123 
139 
154 
169 


26.1 
28.3 
31.4 
84.4 


78.4 

88.4 

98.0 

107.4 


11 


1 

1 


298 
330 
363 
395 


287 
317 
350 
380 


273 
304 
333 
361 


259 
287 
815 
342 


243 
270 
296 
822 


227 
253 
277 
301 


212 
235 

258 
280 


197 
219 
240 
261 


183 
203 
223 
242 


169 
188 
206 
224 


81.4 
34.9 
88.3 
41.6 


98.2 
109.1 
119.7 
129.9 


12 


i 


368 
404 
439 
473 


356 
391 
425 

458 


342 
375 

408 
440 


326 
358 
389 
419 


309 
339 
369 
897 


291 
320 
348 
375 


274 
300 
327 
352 


256 
281 
306 
330 


239 
263 
287 
308 


223 
245 
267 

288 


38.4 
42.2 
45.9 
49.5 


120.1 
131.9 
143.4 
154.6 


13 


1^ 


404 
444 

484 
522 


393 
432 
470 
507 


379 
417 
454 
490 


364 
400 
435 
470 


347 
382 
415 

448 


330 
363 
395 

426 


312 
343 
373 
403 


294 
823 
352 

380 


277 
304 
331 
358 


260 
286 
311 
836 


42.0 
46.1 
60.2 
54.2 


131.2 
144.2 
156.9 
169.4 


14 


1/1 
1% 


485 
528 
570 
612 


473 
515 
556 
597 


459 
499 
540 
579 


442 

482 
520 

558 


424 
462 
499 
535 


405 
441 
477 
511 


386 
420 
454 

487 


366 
899 
431 
462 


347 
378 
408 
437 


827 
857 
385 
413 


50.1 
64.5 
68.9 
63.2 


166.5 
170.4 
184.1 
197.4 


15 


1^ 
IK 

1% 


573 
618 
664 
708 


560 
605 
650 
694 


545 
589 
632 
675 


528 
570 
612 
653 


509 
550 
590 
630 


489 
528 
567 
605 


467 
505 
542 
677 


446 
482 
617 
552 


424 
459 
492 
525 


406 
439 
471 

502 


68.9 
63.6 

68.3 
72.8 


183.9 
203.4 
213.4 
227.6 


16 


1^ 


666 
716 
764 
909 


6.54 
702 
750 
892 


638 
686 
732 
871 


620 
666 

846 


600 
645 
689 
819 


579 
622 
664 
790 


557 
598 
638 
759 


533 
573 
611 

727 


510 
548 
684 
695 


486 
622 
668 
663 


68.3 
73.4 

78.3 
93.2 


213.5 
229.3 
244.8 
291.3 



CAMBRIA STEEL. 



279 



SAFE LOADS IN THOUSANDS OF POUNDS FOR 

HOLLOW ROUND CAST IRON COLUMNS. 

SQUARE ENDS. 

10 000 



Based on Gordon's Formula P= 



1+ 



12 



800 d2 



P=safe load in pounds per square inch. 

l:=length of column in inches. 

d=outside diameter of column in inches. 

Ultimate compressive strength=80 000 pounds per square inch. Safety factor 8. 

Safe loads for other safety factors than that of the tables may be obtained as fol- 

o 

lows : — New safe load=Safe load from table X -ir? ? • 

New factor 



Diameter 

in 
Inches. 



18 



20 



22 



24 



26 



28 



30 



82 



34 



36 



Thick- 
ness in 
Inches. 



1 

m 

Y^ 

2 

23^ 
2M 
2?| 

2^ 
2^ 
2f| 
2>| 

2^ 
2i^ 
2^ 

2 

2f^ 
23^ 

2^ 
2% 

2K 

2^ 
2% 
2j| 

2% 
2% 
2% 
3 

2% 
3 



rrengrtli of Coluisiti in Feet, 



14 16 18 20 22 24 26 28 30 32 



732 

782 
832 
880 

900 

957 

1014 

1070 



708 
757 
805 

852 

876 

932 

987 

1041 



754 
806 
857 
907 

922 

981 
1039 
1097 

1105 
1171 
1239 
1301 

1303 
1376 
1449 
1520 1494 1448 



1515 
1596 
1675 
1754 

1742 
1829 
1917 



1082 1058 
114711122 
1213 1185 
1275 1246 

1280 1241 
1352 1311 
1423 1380 



1492 
1572 
1650 
1728 

1719 
1806 

1892 



2002|1967 

1982 1961 

2078:2055 
2172 2148 
2265 2240 



2239 
2341 
2442 
2542 



2217 

2318 
2418 
2517 



1467 
1546 
1623 
1699 

1694 
1780 
1864 
1948 

1936 
2028 
2119 
2210 

2192 
2292 
2391 
2489 



2463 
2570 
2676 

2781 



684 
732 
777 
823 

850 

905 

958 

1011 

1032 
1094 
1157 
1215 

1229 

1298 
1367 
1434 

1440 
1517 
1593 
1668 

1667 
1751 
1834 
1917 

1909 
2000 
2090 
2180 

2165 
2264 
2361 

2458 



2511 2488 
2620 2596 

272Sl2703 
283512810 

2796,2774 
2913 2889 
3028 3003' 2976 2946 29342880 



2436 
2542 
2646 
2750 



659 

704 

749 



633 

677 
720 



792 762 
824 797 



877 
929 
980 



848 
898 
948 



1005 976 
1065 1035 
112611094 
1183 1150 



1201 

1268 
1335 



1171 
1238 
1303 



1402 1367 

1412 1382 
1487 1456 
1562! 1528 
1635 1600 



1638 
1721 
1802 
1883 

1879 
1969 
2058 
2147 

2135 
2233 
2329 
2424 



2106 
2511 
2614 
2717 



1608 
1689 
1769 

1848 

1848 
1937 
2024 
2111 

2104 
2200 
2295 
2389 



2374 
2478 
2580 
2681 



2749 2721 2692 2660 

286312834 2803 2770 



608 
650 
691 
731 

769 
819 
867 
915 

947 
1004 
1062 
1116 

1141 
1206 
1269 
1332 

1351 
1423 
1494 
1564 

1576 
1655 
1734 
1811 

1816 
1903 
1989 
2074 

2071 
2165 
2259 
2351 

2341 
2441 

2544 
2643 

2626 
2735 
2849 



596 
637 
677 
717 

742 

789 
836 

882 

918 

974 

1029 

1081 

1110 
1173 
1235 
1296 

1319 

1389 
1458 
1527 



557 
596 
633 
670 

714 

760 

805 
849 

888 
941 
996 



533 
569 
605 
641 

687 
731 

774 
817 

859 
910 
962 



10461011 

10791047 
1140,1106 
1200 1165 
1259 1 1222 

12861252 
1354 1319 
1422 1385 
148911450 



1542 1508,1474 



1620 
1697 
1773 

1782 
1867 
1952 
2035 



1584 1548 
16601622 
1734:1694 

1747 1711 
1830,1793 
19131874 
1995 1954 



2036 2000 1963 



2129 
2221 
2312 



2092 2053 
2182 2141 
227112229 



2306 2272 2232 
2406 1 2370 '2329 
2505 2468 2425 
2604 2565 2520 

2591 2553 2515 
2698 2659,2619 
2805'2765 2723 



Area 
of Metal 

in 
S^. Ins. 



83.6 

89.3 

95.0 

100.5 

100.3 
106.8 
113.1 
119.3 

118.5 
125.7 
132.9 
139.6 

138.2 
146.0 
153.7 
161.4 

159.4 
167.9 
176.3 
184.6 

182.0 
191.2 
200.3 
209.3 

206.1 
216.0 

225.8 
235.4 

231.7 
242.2 
252.7 
263.1 

258.7 
270.0 
281.1 

292.2 

287.3 
299.2 
311.0 



Weight 
per Foot 

in 
Pounds. 



261.2 
279.2 
296.8 
314.2 

313.6 
333.6 
353.4 
872.9 

370.5 
892.7 
415.3 
436.3 

432.0 
456.4 
480.4 
504.2 

498.1 
524.6 
550.9 
676.8 

568.8 
597.5 
625.9 
653.9 

644.1 
675.0 
705.5 
735.7 

724.0 
757.0 

789.7 
822.1 

808.6 
843.7 
878.5 
918,0 

897.7 
935.0 
971.9 



280 



CAMBBIA STEEL. 



STRENGTH OF HOLLOW ROUND AND HOLLOW 
RECTANGULAR CAST IRON COLUMNS. 



For various values of -r in 



which: — 



L = length of column in feet, 
d =z least outside diameter in inches. 
P = ultimate strength in pounds per square inch. 
Based on Gordon's Formula for Columns with Square Ends. 

HOLLOW round. HOLLOW RECTANGULAR. 

80000 ^ 80000 



1 + 



(12L)2 
800 d^ 



1 + 



(12L)2 
1067 d2 





Ultimate Streii§:tli 




Ultimate Strens:tli 


L 


in ll)s. per sq. in. 


L 
d 


in lt>s. per sq. in. 


d 


Hollow 


Hollow 


Hollow 


Hollow 




Round. 


Rectangular, 


2.5 


Round. 


Rectangular. 


1.0 


67800 


70487 


37647 


43396 


1.1 


65692 


68770 


2.6 


36088 


41834 


1.2 


63532 


66983 


2.7 


34599 


40326 


1.3 


61340 


65142 


2.8 


33178 


38871 


1.4 


59137 


63265 


2.9 


31817 


37471 


1.5 


56940 


61366 


3.0 


30534 


36128 


1.6 


54766 


59458 


3.1 


29306 


34829 


1.7 


52625 


57553 


3.2 


28137 


33586 


1.8 


50531 


55660 


3.3 


27025 


32393 


1.9 


48491 


53792 


3.4 


25967 


81249 


2.0 


46512 


51954 


3.5 


24961 


30152 


2.1 


44598 


50151 


3.6 


24004 


29101 


2.2 


42753 


48391 


3.7 


23093 


28094 


2.3 


40979 


46676 


3.8 


22227 


27130 


2.4 


39277 


45011 


3.9 


21403 


26206 



Safe loads for any given hollow round or hollow rectangular columns, correspond- 
ing to any suitable factor of safety can be found from the above table as follows : — 
Find from the table the ultimate strength in pounds per square inch corresponding 

to the given value of -r - Multiply this by the area of the column in square inches 

and divide the product by the safety factor which will give as a quotient the required 
safe load in pounds. 

Example: — Required the safe load for a hollow round cast iron column 16 feet 
long, 10 inches external diameter with metal 1 inch thick with safety factor of eight. 

T 1 fi 

The ratio of -^ in this case is — r = 1.6 and the corresponding ultimate strength from 

d 10 

the tables is 54 766 pounds per square inch. 

From the table of areas of circles it is found that the net area of the column is 

28.3 square inches. The safe load is therefore — = 193 735 pounds or 

8 
approximately 97 net tons, which is the required result. 



CAMBBIA STEEL. 281 



EXPLANATIONS OF TABLES OF SAFE LOADS FOR BEAM BOX-GIRDERS AND 
PLATE GIRDERS, PAGES 282 TO 296 INCLUSIVE. 

For cases in which the loads to be carried exceed the capacities of single rolled 
beams or ordinary beam girders composed of two or more beams with the usual 
bolts and separators, it is necessary to use built-up sections. 

Beam Box-Girders. — A useful and economical section of this kind can be com- 
posed of two rolled beams with plates riveted to the top and bottom flanges, making 
a beam box-girder, tables of safe uniformly distributed loads for which are given 
on pages 282 to 291 inclusive. 

The safe loads given in the tables include the weights of the beam box-girders, 
and are figured from the moment of inertia or section modulus after making the 
necessary deductions for rivet holes, the fibre stress used in the calculations being 
15 000 pounds per square inch of net section. 

Beam box-girders are particularly useful for supporting wide walls and in other 
locations up to the limits of their capacity, but they should not be placed where ex- 
posed to moisture, as the section is such that access cannot be had to their interior 
for inspection and painting. 

Plate Girders. — In cases where the widths of beam box-girders would prohibit 
their use, and for loads greater than their capacities, plate girders composed of plates 
and angles may be used. 

Tables of safe loads uniformly distributed for plate girders from 24'' to 48" deep 
are given on pages 292 to 296 inclusive. 

The loads given in the tables include the weights of the girders and are calcu- 
lated from the moment of inertia or section modulus after making a proper deduc- 
tion for rivet holes, the fibre stress used in the calculations being 15 000 pounds per 
square inch of net section. 

Although the tables do not show the stiffener angles for plate girders, care 
should be taken that these are provided in all cases where necessary to prevent 
buckling of the web due to the shearing action therein. The stifFeners should be 
made of angles riveted to the web, fitted tightly between the top and bottom flange 
angles, and they should be provided, at the ends of the girders, of such size and num- 
ber as to be capable of carrying the total reaction at each end to the supports. Stif- 
feners should also be provided at intervals along the girder, spaced at suitable dis- 
tances apart as determined by the formula and explanations on pages 64 and 65. 

Care should also be taken in arranging the rivet spacing for connecting the flange 
angles to the web, so that sufficient rivets are provided to properly transmit the 
stresses which act between these two portions of the construction. This will require 
the rivets to be spaced more closely at the ends than at the centre, and the exact 
spacing at any point along the girder may be obtained by dividing the product of 
the distance between the centre lines of the rivet holes in the two flanges and the 
resistance of one rivet by the total vertical shear at the given point, thus : 

r h . . , 

p = — ^— m which 

S = the total vertical shear, in pounds, at the point under consideration, 
r = the resistance of one rivet, i, e., the bearing value or shearing value, which- 
ever is the smaller, expressed in pounds. 
h = the depth of the girder between the upper and lower centre lines of rivets, 

expressed in inches. 
p = pitch of rivets in the flange angles, expressed in inches. 
The formula above will give the theoretical rivet spacing at any point in the 
flanges due to the total shear, but in practice the pitch for various portions of the 
length should be stated for the least possible number of spacing panels containing 
an even number of spaces, the pitch in each of which should preferably be expressed 
in even inches or even inches and halves or quartets of an inch, and the usual limits 
of pitch will vary from V/i" to ^" , 

The rivet spacing should also conform to the rules given on page 312, and in 
cases where loads are applied directly to the flanges, sufficient rivets must be pro- 
vided to carry these in addition to the rivets necessary for securing the web and 
flanges together as explained above. 

It should also be noted that the safe loads given in the tables are based on the 
assumption that the girder is supported laterally, otherwise a proper reduction in 
the allowable safe load must be made, as explained in connection with beams on 
pages 62 and 63. 

The weights of beam box-girders and plate-girders in the tables are expressed in 
pounds per lineal foot, including the rivets necessary to secure the web and flanges 
together, but the weights do not include any allowance for brackets, stiffeners, 
connections or other details, as these will vary, dependent upon the conditions of 
each case. 



282 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OP POUNDS 

UNIPORMLY DISTRIBUTED POR 

BEAM BOX G-IRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with 
xg''' rivet holes in both flanges deducted, and include weight of girder. 



t*5r 



2-Plates 
12'' Wide. 




2-10'' I-Beams 
25 Its. per foot. 









h 


8r' --^ 












Distance Center 




XliickiiesB of Plates 


in liiclies. 




to Center of 




For Thicknesses Greater than %'' 


TJse Two Plates 


. 




Bearings in 


































Feet. 


i 


A 


i 


a 


f 


if 


i 


if 


1 


10 


90 


96 


102 


109 


115 


121 


127 


134 


140 


11 


82 


87 


93 


99 


104 


110 


116 


121 


127 


12 


75 


80 


85 


90 


96 


101 


106 


111 


117 


13 


69 


74 


79 


84 


88 


93 


98 


103 


108 


14 


64 


69 


73 


78 


82 


86 


91 


95 


100 


15 


60 


64 


68 


72 


77 


81 


85 


89 


93 


16 


56 


60 


64 


68 


72 


76 


80 


83 


87 


17 


53 


57 


60 


64 


68 


71 


75 


79 


82 


18 


50 


53 


57 


60 


64 


67 


71 


74 


78 


19 


47 


51 


54 


57 


60 


64 


67 


70 


74 


20 


45 


48 


51 


54 


57 


60 


64 


67 


70 


21 


43 


46 


49 


52 


55 


58 


61 


64 


67 


22 


41 


44 


47 


49 


52 


55 


58 


61 


64 


23 


39 


42 


45 
43 


47 
45 


50 

48 


53 
50 


55 
53 
51 


58 
56 
53 


61 


24 


38 
36 
35 


40 

38 
37 


58 


25 


41 
39 


43 

42 


46 
44 


48 
47 


56 


26 


49 


51 


54 


27 


33 


36 


38 


40 


43 


45 


47 


49 


52 


28 


32 


34 


37 


39 


41 


43 


45 


48 


50 


29 


31 


33 


35 


37 


40 


42 


44 


46 


48 


30 


30 


32 


34 


36 


38 


40 


42 


45 


47 


31 


29 


31 


33 


35 


37 


89 


41 


43 


45 


32 


28 


30 


32 


34 


36 


38 


40 


42 


44 


33 


27 


29 


31 


33 


35 


37 


39 


40 


42 


34 


26 


28 


30 


32 


34 


36 


37 


39 


41 


Weight per 
Foot in Pounds. 


94.6 


99.8 


104.8 


110.0 


115.0 


120.1 


125.2 


130.3 


135.4 


Section 
Modulus. 


90.1 


96.3 


102.4 


108.6 


114.8 


121.0 


127.2 


133.5 


139.8 


Coefficient of 
Deflection. 


0. 


00000145 




0.00000115 




0. 


000000^ 


)8 



For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = g^^ span. 



CAMBBIA STEEL. 



283 



SAFE LOADS IN THOUSANDS OF POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX G-IRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with 
^f rivet holes in both flanges deducted, and include weight of girder. 



iff *■ 



2-Plates 
14!' Wide. 



2-12'' I-Beams 
31.5 lbs. per foot. 



1^ 









|^10i""4 












Distance Center 




Xliickness of Plates 


ill Ificlies. 




to Center of 




For Thicknesses Greater than %" 


Use Two Plates. 






Bearings in 




































Feet. 


i 


A 


f 


H 


f 


i* 


i 


H 


1 


10 


132 


141 


150 


159 


167 


176 


185 


194 


203 


11 


120 


128 


136 


144 


152 


160 


168 


177 


185 


IS 


110 


117 


125 


132 


140 


147 


154 


162 


169 


13 


102 


108 


115 


122 


129 


136 


143 


149 


156 


14 


94 


101 


107 


113 


120 


126 


132 


139 


145 


15 


88 


94 


100 


106 


112 


118 


123 


129 


135 


16 


83 


88 


94 


99 


105 


110 


116 


121 


127 


17 


78 


83 


88 


93 


98 


104 


109 


114 


120 


18 


73 


78 


83 


88 


93 


98 


103 


108 


113 


19 


70 


74 


79 


83 


88 


93 


98 


102 


107 


20 


66 


70 


75 


79 


84 


88 


93 


97 


102 


21 


63 


67 


71 


76 


80 


84 


88 


92 


97 


22 


60 


64 


68 


72 


76 


80 


84 


88 


92 


23 


57 


61 


65 


69 


73 


77 


81 


84 


88 


24 


55 


59 


62 


66 


70 


73 


77 


81 


85 


25 


53 


56 


60 


68 


67 


71 


74 


78 


81 


26 


51 


54 


58 


61 


64 


68 


71 


75 


78 


27 


49 


52 


55 
53 


59 

57 


62 
60 

58 


65 
63 
61 


69 
66 
64 


72 
69 
67 


75 


28 


47 
46 

44 


50 
49 

47 


73 


29 


52 
50 


55 
53 


70 


30 


56 


59 


62 


65 


68 


31 


43 


45 


48 


51 


54 


57 


60 


63 


66 


32 


41 


44 


47 


50 


52 


55 


58 


61 


64 


33 


40 


43 


45 


48 


51 


53 


56 


59 


62 


34 


39 


41 


44 


47 


49 


52 


54 


57 


60 


Weight per 
Foot in Pounds, 


114.4 


120.4 


126.3 


132.3 


138.3 


144.2 


150.1 


156.1 


162.0 


Section 
Modulus. 


132.1 


140.9 


149.7 


158.5 


167.4 


176.3 


185.3 


194.2 


203.2 


Coefficient of 
Deflection. 


0.000000842 


0.000000688 


0.000000577 



For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = ^^ span. 



284 



CAMBKIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with 
H" rivet holes in both flanges deducted, and include weight of girder. 



2-Plates 
14" Wide. 






€ 



or 



2-12'' I-Beams 
40 lbs. per foot. 



Distance Center 




Xtilckness of Plates 


in Inclies. 




to Center of 




For TMcknesses Greater than %'•' 


Use Two Plates 






Bearings in 






































Feet. 


i 


A 


1 


H 


1 


if 


i 


a 


1 


10 


147 


155 


164 


173 


181 


190 


199 


208 


217 


11 


133 


141 


149 


157 


165 


173 


181 


189 


197 


12 


122 


129 


137 


144 


151 


158 


166 


173 


181 


13 


113 


119 


126 


133 


140 


146 


153 


160 


167 


14 


105 


111 


117 


123 


130 


136 


142 


148 


155 


15 


98 


104 


109 


115 


121 


127 


133 


139 


144 


16 


92 


97 


102 


108 


113 


119 


124 


130 


135 


17 


86 


91 


96 


102 


107 


112 


117 


122 


127 


18 


81 


86 


91 


96 


101 


106 


111 


115 


120 


19 


77 


82 


86 


91 


95 


100 


105 


109 


114 


20 


73 


78 


82 


86 


91 


95 


99 


104 


108 


21 


70 


74 


78 


82 


86 


91 


95 


99 


103 


22 


67 


71 


75 


78 


82 


86 


90 


94 


99 


23 


64 


68 


71 


75 


79 


83 


87 


90 


94 


24 


61 


65 


68 


72 


76 


79 


83 


87 


90 


25 


59 


62 


66 


69 


73 


76 


80 


83 


87 


26 


56 


60 


63 


66 


70 


73 


77 


80 


83 


27 


54 


58 


61 

59 


64 
62 


67 
65 
63 


70 

68 

ee 


74 
71 
69 


77 
74 
72 


80 


28 


52 
51 

49 

47 


55 
54 

52 
50 


77 


29 


57 

55 
53 


60 

58 
56 


75 


30 


60 
59 


63 
61 


66 
64 


69 
67 


72 


31 


70 


32 


46 


49 


51 


54 


57 


59 


62 


65 


68 


33 


44 


47 


50 


52 


55 


58 


60 


63 


66 


34 


43 


46 


48 


51 


53 


56 


59 


61 


64 


Weight per 
Foot in Pounds. 


131.4 


137.4 


143.3 


149.3 


155.3 


161.2 


167.1 


173.1 


179.0 


Section 
Modulus. 


146.6 


155.3 


163.9 


172.7 


181.4 


190.2 


199.0 


207.8 


216.7 


Coefficient of 
Deflection. 





.00000076 


3 


0.0 


3000063 


o 


0.( 


)000005 


39 



For safe loads below the heavy lines, the deflections will be greater than the 
allowable Umit for plastered ceilings = ^^ span. 



CAMBRIA STEEL. 



285 



SAFE LOADS IN THOUSANDS OF POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, with 
if" rivet holes in both flanges deducted, and include weight of girder. 



2-Plates 
14'' Wide. 




2-15'' I-Beams 
42 lbs. per foot. 



Distance Cen- 




ter to Center 




of Bearings 




in Feet. 


# 


10 


212 


11 


193 


12 


177 


13 


163 


14 


151 


15 


141 


16 


133 


17 


125 


18 


118 


19 


112 


20 


106 


21 


101 


22 


96 


23 


92 


24 


88 


25 


85 


26 


82 


27 


79 


28 


76 


29 


73 


30 


71 


31 


68 


32 


66 


33 


64 


34 


62 



O'tiickiiess of Plates in Indies. 

For Thicknesses Greater than ^" Use Two Plates. 



11 

16 

223 


3 
4 

234 


if 


7 
8 


i« 


1 


lA 


u 


lA 


li 


245 


256 


267 


278 


289 


300 


312 


323 


203 


213 


223 


233 


243 


253 


263 


273 


283 


293 


186 


195 


204 


213 


223 


232 


241 


250 


260 


269 


172 


180 


188 


197 


205 


214 


223 


231 


240 


248 


159 


167 


175 


183 


191 


199 


207 


215 


223 


231 


149 


156 


163 


171 


178 


185 


193 


200 


208 


215 


139 


146 


153 


160 


167 


174 


181 


188 


195 


202 


131 


138 


144 


151 


157 


164 


170 


177 


183 


190 


124 


130 


136 


142 


148 


155 


161 


167 


173 


179 


117 


123 


129 


135 


141 


146 


152 


158 


164 


170 


112 


117 


122 


128 


134 


139 


145 


150 


156 


161 


106 


111 


117 


122 


127 


132 


138 


143 


148 


154 


101 


106 


111 


116 


121 


126 


131 


137 


142 


147 


97 


102 


107 


111 


116 


121 


126 


131 


135 


140 


93 


98 


102 


107 


111 


116 


121 


125 


130 


135 


89 


94 


98 


102 


107 


111 


116 


120 


125 


129 


86 


90 


94 


98 


103 


107 


111 


116 


120 


124 


83 


87 


91 


95 


99 


103 


107 


111 


115 


120 


80 


84 


88 


91 


95 


99 


103 


107 


111 


115 


77 


81 


84 


88 


92 


96 


100 


104 


107 


111 


74 


78 


82 


85 


89 


93 


96 


100 


104 


108 


72 


75 


79 


83 


86 


90 


93 


97 


101 


104 


70 


73 


77 


80 


83 


87 


90 


94 


97 


101 


68 


71 


74 


78 


81 


84 


88 


91 


94 


98 


Q6 


69 


72 


75 


79 


82 


85 


88 


92 


95 



Weight per 
Ft. in Pounds. 


147.3 


153.3 


159.3 


165.2 


171.1 


177.1 


183.0 


189.0 


194.9 


200.9 


206.8 


Section 
Modulus. 


212.1 


223.0 


234.0 


245.0 


256.0 


267.1 


278.2 


289.3 


300.5 


311.6 


322.8 


Coefficient of 
Deflection. 


0.0 


00000 


i26 


0.( 


)000003 


62 


0.( 


3000003 


14 


0.0000 


00281 



286 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX GIRDERS. 

Safe loads below are figured for fiber stress of 15 000 pounds per square inch^ with 
i^f" rivet holes in both flanges deducted, and include weight of girder. 



2-Plates 
15^' Wide. 




2-15'' I-Beams 
60 lbs. per foot. 



Distance Cen- 






Xliicktiess of Plates 


in Indies. 




ter to Center 






For TMcknesses Greater than ^" 


Use Two Plates. 






of Bearings 














































in Feet. 


t 


a 


282 


if 


1 

8 


a 


1 


lA 


n 


lA 


li 


10 


259 


271 


294 


306 


318 


329 


341 


353 


365 


377 


11 


236 


246 


257 


267 


278 


289 


299 


310 


321 


332 


342 


12 


216 


226 


235 


245 


255 


265 


274 


284 


294 


304 


314 


13 


199 


208 


217 


226 


235 


244 


253 


262 


272 


281 


290 


14 


185 


193 


202 


210 


218 


227 


2a5 


244 


252 


261 


269 


15 


173 


181 


188 


196 


204 


212 


220 


227 


235 


243 


251 


16 


162 


169 


177 


184 


191 


198 


206 


213 


221 


228 


235 


17 


152 


159 


166 


173 


180 


187 


194 


201 


208 


215 


222 


18 


144 


150 


157 


163 


170 


176 


183 


190 


196 


203 


209 


19 


136 


143 


149 


155 


161 


167 


173 


180 


186 


192 


198 


20 


130 


135 


141 


147 


153 


159 


165 


171 


176 


182 


188 


21 


123 


129 


134 


140 


146 


151 


157 


162 


168 


174 


179 


22 


118 


123 


128 


134 


139 


144 


150 


155 


160 


166 


171 


23 


113 


118 


123 


128 


133 


138 


143 


148 


153 


159 


164 


24 


108 


113 


118 


123 


127 


132 


137 


142 


147 


152 


157 


25 


104 


108 


113 


118 


122 


127 


132 


136 


141 


146 


151 


26 


100 


104 


109 


113 


118 


122 


127 


131 


136 


140 


145 


27 


96 


100 


105 


109 


113 


118 


122 


126 


131 


135 


140 


28 


93 


97 


101 


105 


109 


113 


118 


122 


126 


130 


13.5 


29 


89 


93 


97 


101 


105 


109 


114 


118 


122 


126 


130 


30 


86 


90 


94 


98 


102 


106 


110 


114 


118 


122 


126 


31 


81 


87 


91 


95 


99 


102 


106 


110 


114 


118 


122 


32 


81 


85 


88 


92 


96 


99 


103 


107 


110 


114 


118 


33 


79 


82 


86 


89 


93 


96 


100 


103 


107 


111 


114 


34 


76 


80 


83 


87 


90 


93 


97 


100 


104 


107 


111 



FuSiinds '^^'-^ 194.0 200.4 206.7 213.1 I 219.5 

'i I i ! I I 



225.8 i 232.2 

I 



238.6 245.0 ' 251.4 



Section 
Modulus. 



259.2 270.8 282.4 294.1 



305.8 



317.5 329.3 341.1 353.0 



364.9 



376.8 



Coefficient of 
Deflection. 



0.000000350 



0.000000303 



0.000000266 t 0.000000240 





CAMBRIA STEEL. 




287 


SAFE LOADS IN THOUSANDS OF POUNDS 




UNIFORMLY DISTRIBUTED FOR 








BEAM BOX GIRDERS. 






Safe loads below are figured for fiber stress of 15 000 pounds per square inch, with | 


■Jf rivet holes in both flanges deducted, and include weight of girder. 










A^A^ 








^ 


r^^ 


P^ 




2-Plates 




2-15'' I-Beams 








15'' Wide. 




80 lbs. per foot. 










4 


^ ^ 


^ 








T*- lor'-^ 


Distance Cen- 


Xliickness of Plates in Indies. 




ter to Center 

of Bearings 

in Feet. 


For Thicknesses Greater than %" Use Two Plates. 






1 
300 


311 


! 


« 


1 


if 


1 


ItV 


1* 


lA 


H 


10 


322 


334 


345 


357 


868 


380 


391 


403 


414 


11 


272 


283 


293 


303 


314 


324 


335 


345 


356 


866 


877 


12 


250 


259 


269 


278 


288 


297 


307 


316 


326 


836 


345 


13 


231 


239 


248 


257 


265 


274 


283 


292 


301 


310 


819 


14 


214 


222 


230 


238 


247 


255 


263 


271 


279 


288 


296 


15 


200 


207 


215 


222 


230 


238 


245 


253 


261 


269 


276 


16 


187 


194 


201 


209 


216 


223 


230 


237 


244 


252 


259 


17 


176 


183 


190 


196 


203 


210 


217 


223 


230 


237 


244 


18 


167 


173 


179 


185 


192 


198 


204 


211 


217 


224 


230 


19 


158 


164 


170 


176 


182 


188 


194 


200 


2U6 


212 


218 


20 


150 


156 


161 


167 


173 


178 


184 


190 


196 


201 


207 


21 


143 


148 


154 


159 


164 


170 


175 


181 


186 


192 


197 


22 


136 


141 


147 


152 


157 


162 


167 


173 


178 


183 


188 


23 


130 


135 


140 


145 


150 


155 


160 


165 


170 


173 


180 


24 


125 


130 


134 


139 


144 


149 


153 


158 


163 


168 


173 


25 


120 


124 


129 


133 


138 


143 


147 


152 


156 


161 


166 


26 


115 


120 


124 


128 


133 


137 


142 


146 


150 


155 


159 


27 


111 


115 


119 


124 


128 


132 


136 


141 


145 


149 


153 


28 


107 


111 


115 


119 


123 


127 


131 


136 


140 


144 


148 


29 


103 


107 


111 


115 


119 


123 


127 


131 


135 


139 


143 


30 


100 


104 


107 


111 


115 


119 


123 


127 


130 


134 


138 


31 


97 


100 


104 


108 


111 


115 


119 


122 


126 


130 


134 


32 


94 


97 


101 


104 


108 


111 


115 


119 


122 


126 


130 


33 


91 


94 


98 


101 


105 


108 


112 


115 


119 


122 


126 


34 


88 


91 


95 


98 


102 


105 


108 


112 


115 


118 


122 


Weight per 
Ft. in Pounds. 


227.6 


234.0 


240.4 


246.7 


253.1 


259.5 


265.8 


272.2 


278.6 


285.0 


291.4 


Section 
Modulus. 


299.7 


311.0 


322.4 


333.7 


345.1 


856.6 


368.1 


379.6 


391.2 


402.8 


414.4 


Coefficient of 
Deflection. 


0.000000305 


0.000000269 


0.000000289 


0.000000218 



288 



CAMBKIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX GIRDERS. 

Safe loads below are figured for fiber stress of 15000 pounds per square inch, with 
if" rivet holes in both flanges deducted, and include weight of girder. 



.rsn 



2-Plates 
16'^ Wide. 




2-18" I-Beams 
55 lbs. per foot 



Distance Ce]i- 




^ 


Tliicliiiess of I*lates in Indies. 




ter to Center 






For TMcknesses Greater than ^A!' 


Use Two Plates. 






of Bearings 














































in Feet. 


1 


1 o 


i 


if 


1 


ItV 


1* 


lA 


li 


lA 


If 


15 


227 


237 


247 


258 


268 


278 


289 


299 


309 


820 


330 


16 


213 


222 


232 


242 


251 


261 


271 


280 


290 


800 


310 


17 


200 


209 


218 


227 


237 


246 


2.55 


264 


273 


282 


291 


18 


189 


198 


206 


215 


223 


232 


241 


249 


258 


267 


275 


19 


179 


187 


195 


203 


212 


220 


228 


236 


244 


258 


261 


20 


170 


178 


186 


193 


201 


209 


217 


224 


232 


240 


248 


21 


162 


169 


177 


184 


191 


199 


200 


214 


221 


228 


236 


22 


155 


162 


169 


176 


183 


190 


197 


204 


211 


218 


225 


23 


118 


155 


161 


168 


175 


182 


188 


195 


202 


2i)9 


215 


24 


142 


148 


155 


161 


168 


17i 


180 


187 


193 


200 


206 


25 


136 


142 


148 


155 


161 


167 


173 


179 


186 


192 


198 


26 


131 


137 


143 


149 


155 


161 


167 


173 


179 


185 


191 


27 


126 


132 


137 


143 


149 


155 


160 


166 


172 


178 


183 


28 


122 


127 


133 


138 


144 


149 


155 


160 


166 


171 


177 


29 


117 


123 


128 


133 


139 


144 


149 


155 


160 


165 


171 


30 


113 


119 


124 


129 


134 


139 


144 


150 


155 


160 


165 


31 


no 


115 


120 


125 


130 


135 


140 


145 


150 


155 


160 


32 


106 


111 


116 


121 


126 


130 


135 


140 


145 


150 


155 


33 


103 


108 


112 


117 


122 


127 


131 


136 


141 


145 


150 


34 


100 


105 


109 


114 


118 


123 


127 


132 


137 


141 


146 


35 


97 


102 


106 


110 


115 


119 


124 


128 


133 


137 


142 


36 


95 


99 


103 


107 


112 


116 


120 


125 


129 


133 


138 


37 


92 


96 


100 


104 


109 


113 


117 


121 


125 


130 


134 


38 


90 


94 


98 


102 


106 


110 


114 


118 


122 


126 


130 


39 


87 


91 


95 


99 


103 


107 


111 


115 


119 


123 


127 



FrS&Jl95-5|202.2 209.0 215.8 



222.6 



229.4 236.2 243.1 



^9.8 



256.7 



268.4 



tS^^^!?^ 340.5 855.8 871.21 386.6 402.1 417.5 i 438.0 448.6 4&4.2 



Modulus. 



I I 



\ \ 



479.8 495.4 



Coefficient of 
Deflection. 



0.000000228 



0.000000193 



0.000000170 



0.0000001^ 



CAMBRIA STEEIi. 



289 



SAFE LOADS IN THOUSANDS OP POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX G-IRDERS. 

Safe loads below are figured for fiber stress of 15 000 pounds per square inch, with 
J[^f rivet holes in both flanges deducted, and include weight of girder. 



2-Plates 
16" Wide. 




2-20'' I-Beams 
65 lbs. per foot. 



h- iif '''-»i 



Distance Cen- 






Tliickness of Plates in Indies* 




ter to Center 

of Bearings 

in Feet. 






For Thicknesses Greater than %'' 


Use Two Plates. 






1 

275 


286 


i 

297 


H 


1 


ItV 


1* 
343 


lA 


li 


lA 


If 


15 


308 


320 


331 


354 


365 


377 


388 


16 


257 


268 


279 


289 


300 


310 


321 


332 


343 


350 


364 


17 


242 


252 


262 


272 


282 


292 


302 


312 


322 


333 


343 


18 


229 


238 


248 


257 


266 


276 


285 


295 


305 


314 


324 


19 


217 


226 


235 


244 


252 


261 


270 


280 


288 


298 


307 


20 


206 


214 


223 


231 


240 


248 


257 


266 


274 


283 


291 


21 


196 


204 


212 


220 


228 


237 


245 


253 


261 


269 


277 


22 


187 


195 


203 


210 


218 


226 


234 


241 


249 


257 


265 


23 


179 


186 


194 


201 


209 


216 


223 


231 


238 


246 


253 


24 


172 


179 


186 


193 


200 


207 


214 


221 


228 


236 


243 


25 


165 


171 


178 


185 


192 


199 


206 


212 


219 


226 


233 


26 


158 


165 


171 


178 


184 


191 


198 


204 


211 


217 


224 


27 


153 


159 


165 


171 


178 


184 


190 


197 


203 


209 


216 


28 


147 


153 


159 


165 


171 


177 


184 


190 


196 


202 


208 


29 


142 


148 


154 


160 


165 


171 


177 


183 


189 


195 


201 


30 


137 


143 


149 


154 


160 


166 


171 


177 


183 


188 


194 


31 


133 


138 


144 


149 


155 


160 


166 


171 


177 


182 


188 


32 


129 


134 


139 


145 


150 


155 


161 


166 


171 


177 


182 


33 


125 


130 


185 


140 


145 


151 


156 


161 


166 


171 


177 


34 


121 


126 


131 


136 


141 


146 


151 


156 


161 


166 


171 


35 


118 


122 


127 


132 


137 


142 


147 


152 


157 


162 


166 


36 


114 


119 


124 


129 


133 


138 


143 


148 


152 


157 


162 


37 


111 


116 


120 


125 


130 


134 


139 


144 


148 


153 


157 


38 


108 


113 


117 


122 


126 


131 


135 


140 


144 


149 


153 


39 


106 


110 


114 


119 


123 


127 


132 


136 


141 


145 


149 



Weight per 
Ft. in Pounds. 


215.5 


222.2 


229.0 


235.8 


242.6 249.4 


256.2 263.1 


269.8 


276.7 


283.4 


Section 
Modulus. 


411.8 


428.7 


445.7 


462.7 


479.7 496.7 


513.8 


531.2 


548.1 


565.3 


582.5 


Coefficient of 
Deflection. 


0.( 


)00000 


168 


0. 


000000147 


0. 


0000001 


31 


0.000( 


300119 



290 



CAMBRIA STEEL. 



SAFE LOADS IN THOUSANDS OF POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX G-IRDERS. 

Safe loads below are figured for fiber stress of 15 000 pounds per square inch, with 
^f rivet holes in both flanges deducted, and include weight of girder. 



^1h" 



z^ 



'W' 



2-Plates 
16" Vide. 



2-20" I-Beams 
80 lbs. per foot 



■^^ 



1^ 



rsr 



Distance Cen- 


Xliickness of Plates in Indies* 




ter to Center 


For Thicknesses Greater than %" 


Use Two Plates. 






of Bearings 










































in Feet. 


f 
309 


320 


331 


H 


1 


lA 


1* 


lA 


li 


lA 


n 


15 


343 


354 


365 


376 


387 


399 


410 


421 


16 


290 


300 


311 


321 


332 


342 


353 


363 


374 


384 


395 


17 


273 


283 


292 


302 


312 


322 


332 


342 


352 


362 


372 


18 


258 


267 


276 


285 


295 


304 


313 


323 


332 


342 


351 


19 


244 


253 


262 


270 


279 


288 


297 


306 


315 


324 


332 


20 


232 


240 


249 


257 


265 


274 


282 


291 


299 


307 


316 


21 


221 


229 


237 


245 


253 


261 


269 


277 


285 


293 


301 


22 


211 


218 


226 


234 


241 


249 


256 


264 


272 


279 


287 


23 


202 


209 


216 


223 


231 


238 


245 


253 


260 


267 


275 


24 


193 


200 


207 


214 


221 


228 


235 


243 


249 


256 


263 


25 


186 


192 


199 


206 


212 


219 


226 


232 


239 


246 


253 


26 


178 


185 


191 


198 


204 


211 


217 


224 


230 


236 


243 


27 


172 


178 


184 


190 


196 


203 


209 


215 


221 


228 


234 


28 


166 


172 


178 


184 


189 


195 


201 


208 


214 


220 


226 


29 


160 


166 


171 


177 


183 


189 


195 


200 


206 


212 


218 


30 


155 


160 


166 


171 


177 


182 


188 


194 


199 


205 


211 


31 


150 


155 


160 


166 


171 


177 


182 


187 


193 


198 


204 


32 


145 


150 


155 


161 


166 


171 


176 


182 


187 


192 


197 


33 


141 


146 


151 


156 


161 


166 


171 


176 


181 


186 


191 


34 


136 


141 


146 


151 


156 


161 


166 


171 


176 


181 


186 


35 


133 


137 


142 


147 


152 


156 


161 


166 


171 


176 


180 


36 


129 


133 


138 


143 


147 


152 


157 


161 


166 


171 


175 


37 


125 


130 


134 


139 


143 


148 


152 


157 


162 


166 


171 


38 


122 


126 


131 


135 


140 


144 


148 


153 


157 


162 


166 


39 


119 


123 


127 


132 


136 


140 


145 


149 


153 


158 


162 



Weight per 
Ft. in Pounds. 


245.5 252.2 259.0 


265.8 


272.6 


279.4 


286.2 


293.1 


299.8 306.7 


313.4 


Section 
Modulus 


463.8 


480.4 


497.1 


513.8 


530.6 


547.3 


564.1 


581.2 


597.8 


614.7 


631.7 


Coefficient of 
Deflection. 


0.( 


)00000 


149 


0. 


0000001 


.33 


0. 


0000001 


L19 


0.000 


OOOllO 



CAMBRIA STEEL. 



291 



SAFE LOADS IN THOUSANDS OP POUNDS 

UNIFORMLY DISTRIBUTED FOR 

BEAM BOX GIRDERS. 

Safe loads below are figured for fiber stress of 15 000 pounds per square inch, with 
^f rivet holes in both flanges deducted, and include weight of girder. 



2-Plates 
18" Wide. 






.A^ 



2-24 ' I-Beams 
80 lbs. per foot. 













Kt 

.^13 


= — 3^ 












Distance Cen- 


Oriiicktiess of Plates in Indies. 




ter to Center 




For Thicknesses Greater than y^' 


Use Two Plates. 






of Bearings 












































in Feet. 


1 

396 


i* 


i 


a 


1 


ItV 


1* 


lA 


li 


lA 


IS 


15 


411. 


427 


442 


458 


473 


489 


505 


520 


536 


551 


16 


371 


386 


400 


415 


429 


444 


458 


473 


488 


502 


517 


17 


349 


363 


377 


390 


404 


418 


431 


445 


459 


473 


487 


18 


330 


343 


356 


369 


381 


394 


407 


421 


433 


446 


460 


19 


312 


325 


337 


349 


361 


374 


386 


398 


411 


423 


435 


20 


297 


308 


320 


332 


343 


355 


367 


379 


390 


402 


414 


21 


283 


294 


305 


316 


327 


338 


349 


361 


372 


383 


394 


22 


270 


280 


291 


302 


312 


323 


333 


344 


355 


365 


376 


23 


258 


268 


278 


288 


299 


309 


319 


329 


339 


349 


360 


24 


247 


257 


267 


276 


286 


296 


306 


315 


325 


335 


345 


25 


237 


247 


256 


265 


275 


284 


293 


303 


312 


321 


331 


26 


228 


237 


246 


255 


264 


273 


282 


291 


300 


309 


318 


27 


220 


228 


237 


246 


254 


263 


272 


280 


289 


298 


306 


28 


212 


220 


229 


237 


245 


254 


262 


270 


279 


287 


295 


29 


205 


213 


221 


229 


237 


245 


253 


261 


269 


277 


285 


30 


198 


206 


213 


221 


229 


237 


244 


252 


260 


268 


276 


31 


192 


199 


206 


214 


222 


229 


237 


244 


252 


259 


267 


32 


186 


193 


200 


207 


215 


222 


229 


237 


244 


251 


258 


33 


180 


187 


194 


201 


208 


215 


222 


229 


236 


244 


251 


34 


175 


181 


188 


195 


202 


209 


216 


223 


229 


236 


243 


35 


170 


176 


183 


190 


196 


203 


210 


216 


223 


230 


236 


36 


165 


171 


178 


184 


191 


197 


204 


210 


217 


223 


230 


37 


160 


167 


173 


179 


186 


192 


198 


205 


211 


217 


224 


38 


156 


162 


168 


175 


181 


187 


193 


199 


205 


211 


218 


39 


152 


158 


164 


170 


176 


182 


188 


194 


200 


206 


212 


Weight per 
Ft. in Pounds. 


255.7 


263.3 


271.0 


278.6 


286.2 


293.9 


301.5 


309.2 


316.8 


324.5 


332.1 


Section 
Modulus. 


593.7 


616.9 640.1 


663.4 


686.7 


710.0 


733.3 


757.1 


780.2 


803.6 

■ 


827.1 


Coefficient of 
Deflection, 


0.0( 


)OOOO0 


983 


O.O 


OOOOOOJ 


570 


0.0 


oooooo*; 


78 


o.oooo 


000713 



292 CAMBBIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 


PLATE GIRDERS IN THOUSANDS OF 


POUNDS. 


The safe loads below include the weight of the girder and are calculated for a 


fiber stress of 15 000 pounds per square inch on the net section. The net section is 


obtained by deducting holes figured at % of an inch in diameter (for %'' rivets) from 


both flanges. 














^ 


^ 


^i 


^ 




Web Plate 


Flange Angles 


Web Plate 


Flange Angles 1 


24'^ X %'' 


_^ 


^ 


5'' X ?>y!' 


27^' X y^' 1 h" X 3K" 








Distance 


Xhickness of Klangfe 


Xliickness of Klang^e 


Center to 


Afigfles in Indies. 


Angfles in Inches. 


Center of 
Bearings 
in Feet. 






% 


y^ 


% 


% 


% 


y 


% 


M 


25 


59 


74 


87 




69 


85 


101 




26 


57 


71 


84 




67 


82 


97 




27 


55 


68 


81 


92 


64 


79 


93 




28 


53 


66 


78 


89 


62 


76 


90 


103 


29 


51 


63 


75 


86 


60 


74 


87 


99 


30 


50 


61 


73 


83 


58 


71 


84 


96 


81 


48 


59 


70 


80 


56 


69 


81 


93 


32 


46 


57 


68 


78 


54 


67 


79 


90 


33 


45 


56 


66 


75 


53 


65 


76 


87 


34 


44 


54 


64 


73 


51 


63 


74 


85 


35 


42 


53 


62 


71 


50 


61 


72 


82 


36 


41 


51 


60 


69 


48 


59 


70 


80 


37 


40 


50 


59 


67 


47 


58 


68 


78 


38 


39 


48 


57 


66 


46 


56 


66 


76 


39 


88 


47 


56 


64 


44 


55 


65 


74 


40 


37 


46 


54 


62 


43 


53 


63 


72 


41 


36 


45 


53 


61 


42 


52 


61 


70 


42 


35 


44 


52 


59 


41 


51 


60 


69 


43 


35 


43 


51 


58 


40 


50 


59 


67 


44 


34 


42 


49 


57 


39 


49 


57 


65 


45 


33 


4] 


48 


55 


39 


47 


56 


64 


46 


32 


40 


47 


54 


38 


46 


55 


63 


47 


32 


39 


46 


53 


37 


45 


54 


61 


48 


31 


3S 


45 


52 


36 


44 


53 


60 


49 


30 


38 


44 


51 


35 


44 


51 


59 


50 


80 


37 


44 


50 


35 


43 


50 


58 


51 


29 


36 


43 


49 


34 


42 


49 


57 


52 


29 


35 


42 


48 


33 


41 


48 


55 


53 


28 


35 


41 


47 


33 


40 


48 


54 


54 


28 


34 


40 


46 


32 


40 


47 


53 


Weight per 
Foot in 


74.1 


86.9 


99.7 


111.7 


78 


90.8 


103.6 


115.6 


Pounds. 



















CAMBRIA STEEL. 



293 



SAFE UNIFORMLY DISTRIBUTED LOADS FOR 

PLATE GIRDERS IN THOUSANDS OP 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for a 
fiber stress of 15000 pounds per square inch on the net section. The net section is 
obtained by deducting holes figured at % of an inch in diameter (for %'' rivets ) from 
both flanges. 













¥ebP 




ge Angles 


Web Plate 


-^ 


JT- 


Flange Angles 


late^ 


Flan 


30'' X %" 




b" X 2>y2" 


33'' X Ys'' 


5'' X 3>^'' 


c 


=11 


^ 






cz£j 


^ 








Distance 


Xliickiiess of Flatisre 


Xbickness of Klans^e 


Center to 
Center of 


Angeles in Indies. 


Ans:les in Indies. 


Bearings 
inTeet 


% 


% 


% 


% 


Ys 


^ 


Ys 


% 


30 


74 


91 


108 




83 


103 


122 




31 


71 


88 


105 




81 


100 


118 




32 


69 


86 


101 


116 


78 


97 


114 


131 


33 


67 


83 


98 


113 


76 


94 


111 


127 


34 


65 


81 


95 


109 


74 


91 


107 


123 


35 


63 


78 


93 


106 


72 


88 


104 


119 


36 


61 


76 


90 


103 


70 


86 


101 


116 


37 


60 


74 


88 


101 


68 


84 


99 


113 


38 


58 


72 


85 


98 


66 


81 


96 


110 


39 


57 


70 


83 


95 


64 


79 


94 


107 


40 


55 


69 


81 


93 


63 


77 


91 


104 


41 


54 


67 


79 


91 


61 


75 


89 


102 


42 


53 


65 


77 


89 


60 


74 


87 


99 


43 


51 


64 


75 


86 


58 


72 


85 


97 


44 


50 


62 


74 


85 


57 


70 


83 


95 


45 


49 


61 


72 


83 


56 


69 


81 


93 


46 


48 


60 


71 


81 


54 


67 


79 


91 


47 


47 


58 


69 


79 


53 


66 


78 


89 


48 


46 


57 


68 


77 


52 


64 


76 


87 


49 


45 


56 


66 


76 


51 


63 


75 


85 


50 


44 


55 


65 


74 


50 


62 


73 


84 


51 


43 


54 


64 


73 


49 


61 


72 


82 


52 


43 


53 


62 


72 


48 


59 


70 


80 




42 


52 


61 


70 


47 


58 


69 


79 


54 


41 


51 


60 


69 


46 


57 


68 


77 


55 


40 


50 


59 


68 


46 


56 


66 


76 


56 


39 


49 


58 


m 


45 


55 


65 


75 


57 


39 


48 


57 


65 


44 


54 


64 


73 


58 


38 


47 


56 


64 


43 


53 


63 


72 


59 


37 


46 


55 


6:^ 


42 


52 


62 


71 


Weight per 


















Foot in 


86.6 


101.4 


116.2 


129.4 


90.4 


105.2 


120.0 


183.2 


Pounds. 






1 















294 



CAMBRIA STEEL. 



SAFE UNIFORMLY DISTRIBUTED LOADS FOR 

PLATE G-IRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for a 
fiber stress of 15 000 pounds per square inch on the net section. The net section is 
obtained by deducting holes figured at % of an inch in diameter (for ^'^ rivets) from 
both flanges. 



Web Plate 36" X Y^' 
Flange Angles &' X 6'' 



^^ 



^ 



w 



^ 



Web Plate 36'^ X %" 
Flange Angles &' X 6'' X %!' 
Flange Plates 14'' 



Distance ' 


Xliickness of Klan^e 


Xliicktiess of Kiange 


Center t-o ; 
Cent^er of ' 


Aiis:les in Inclies. 


Plate in Indies* 


Bearings ■ 


























in Feet. 


% 


y^ 


Ys 1 % 


% 


Ys 


% 


Vs 


1 


30 ' 


108 


134 


159 183 


238 


255 








31 


104 


130 


154 177 


230 


247 


264 






32 


101 


125 


149 171 


223 


239 


256 






33 


98 


122 


144 166 


216 


232 


248 


264 




34 


95 


118 


140 161 


210 


225 


241 


256 




35 


92 


115 


136 157 


204 


219 


234 


249 


264 


36 


90 


112 


132 152 


198 


213 


227 


242 257 


37 


87 


109 


129 148 


193 


207 


221 


235 


250 


38 


85 


106 


125 ; 144 


188 


201 


215 


229 


243 


39 


83 


103 


122 141 


183 


196 


210 


223 


237 


40 


81 


100 


119 137 


178 


191 


205 


218 


231 


41 


79 


98 


116 134 


174 


187 


200 


213 


025 


43 


77 


96 


113 , 131 


170 


182 


195 


207 


220 


43 


75 


93 


111 1 128 


166 


178 


190 


203 


215 


44 


74 


91 


108 


125 


162 


174 


186 


198 


210 


45 


72 


89 


106 


122 


158 


170 


182 


194 


205 


46 


70 


87 


104 


119 


155 


166 


178 


189 


201 


47 


69 


85 


101 


117 


152 


163 


174 


185 


197 


48 


67 


84 


99 


114 


149 


160 


171 


182 


193 


49 


66 


82 


97 


112 


146 


156 


167 


178 


189 


50 


65 


80 


95 


110 


143 


153 


164 


174 


185 


51 


63 


79 


93 


108 


140 


150 


160 


171 


181 


52 


62 


77 


92 


106 


137 


147 


157 


168 178 


53 


61 


76 


90 


104 


135 


144 


1.54 


164 i 174 


54 


60 


74 


88 


102 


132 


142 


152 


161 1 171 


55 


59 


73 


87 


100 


130 


139 


149 


158 


168 


56 


58 


72 


85 


98 


127 


137 


146 


156 


165 


57 


57 


70 


84 


96 


125 


134 


144 


153 i 162 


58 


56 


69 


82 


95 


123 


132 


141 


150 i 159 


59 


55 


68 


81 


93 


121 


130 


139 


148 


157 



Weight per 
Foot in 
Pounds. 



107.5 



126.3 



144.7 



162.7 



214.1 226 237.9 ' 249.8 i 261.: 



CAMBBIA STEEL. 



295 



SAFE UNIFORMLY DISTRIBUTED LOADS FOR 

PLATE G-IRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for a 
fiber stress of 15 000 pounds per square inch on the net section. The net section is 
obtained by deducting holes figured at one inch in diameter (,for %'' rivets) from both 
flanges. 



Web Plate 42'' X Y^' 
Flange Angles 6'' X ^" 



Ef" "^^ 



^ 



«=^ 



Web Plate 42'' X Vd* 
Flange Angles 6" X 6" X %" 
Flange Plates 14" 



Distance 
Center to 
Center of 
Bearings 
in Feet. 


Ttiicktiess of 

Flansre Angles 

in Iticlies. 


Xbickness of Flang^e l»late 
in Incites. 


K 


^ 


% 


^ 


Ys 


% 


% 


1 


IM 


35 
36 
87 
38 
39 

40 
41 
43 
43 
44 

45 
46 
47 
48 
49 

50 
51 
52 
53 
54 

55 
56 
57 
58 
59 

60 
61 
63 
63 
64 


139 
135 
131 

128 
125 

122 
119 
116 
113 
111 

108 
106 
103 
101 
99 

97 
95 
94 
92 
90 

88 
87 
85 
84 
82 

81 

80 
78 
77 
76 


164 
160 
155 
151 

148 

144 
140 
137 
134 
131 

128 
125 
122 
120 
117 

115 
113 
111 
109 
107 

105 

103 

101 

99 

98 

96 
94 
93 
91 
90 


189 
184 
179 
174 
169 

165 
161 
157 
154 
150 

147 
144 
141 
138 
135 

132 
130 
127 
125 
122 

120 
118 
116 
114 
112 

110 
108 
107 
105 
103 


24) 
234 
227 
221 
216 

210 
205 
200 
195 
191 

187 
183 
179 
175 
172 

168 
165 
162 
159 
156 

153 
150 
147 
145 
142 

140 

138 
136 
133 
131 


257 
250 
244 
237 
231 

225 

220 
215 
210 
205 

200 
196 
192 

188 
184 

180 
177 
173 
170 
167 

164 
161 
158 
155 
153 

150 
148 
145 
143 
141 


275 
267 
260 
253 
247 

240 
235 
229 
224 
219 

214 
209 
205 
200 
196 

192 

189 
185 
181 

178 

175 
172 
169 
166 
163 

160 
158 
155 
153 
150 


292 
284 
276 
269 
260 

256 
249 
243 
238 
232 

227 
222 
217 
213 
209 

204 
200 
197 
193 
189 

186 
183 
179 
176 
173 

170 
168 
165 
162 
160 


309 
301 
293 

285 
278 

271 

264 
258 
252 
246 

241 
235 
230 
226 
221 

217 
212 
208 
204 
201 

197 
193 
190 

187 
184 

180 
178 
175 
172 
169 


309 

301 

294 

287 
280 
274 

268 
262 
256 
251 
246 

241 

236 
232 
227 
223 

219 
215 
211 
208 
204 

201 
197 
194 
191 
188 


Weight per 
Foot in 
Pounds. 


134.9 


153.3 


171.3 


224.7 


236.6 


248.5 


260.4 


272.3 


296.1 



296 



CAMBRIA STEEL 



SAFE UNIFORMLY DISTRIBUTED LOADS FOR 

PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the gurder and are calculated for a 
fiber stress of 15 000 pounds per square inch on the net section. The net section is 
obtained by deducting holes figured at one inch in diameter (for "J/q' rivets) from both 
flanges. 



Web Plate 48" X %'' 
Flange Angles 6'' X &' 



^ 



^f^ 



Web Plate 48'^ X Ys" 
Flange ingles 6'' X 6'' X %'' 
Flange Plates W 



Distance 
Center to 
Center of 
Bearings 
in Feet. 



35 
36 
37 
38 
39 

40 
41 
42 
43 
44 

45 
46 
47 
48 
49 

50 
51 
52 
53 
54 

55 
56 
67 
58 
59 

60 
61 
62 
63 
64 



Ttiickness of 

Flaiis:e Angeles 

in Incites. 



166 
161 
157 
153 
149 

145 
141 
138 
135 
132 

129 
126 
123 
121 
118 

116 
114 
112 
109 
107 

105 
104 
102 
100 



97 
95 
94 
92 
91 



Vs 



195 
190 
185 
180 
175 

171 
167 
163 
159 
155 

152 
149 
145 
142 
140 

137 
134 
131 
129 
127 

124 
122 
120 
118 
116 

114 
112 
110 
109 
107 



224 
218 
212 
206 
201 

196 
191 

187 
182 
178 

174 
170 
167 
163 
160 

157 
154 
151 
148 
145 

142 
140 
137 
135 
133 

131 
128 
126 
124 
122 



Xliickness of F'lansre I»late 
in Indies* 



% 


% 


% 


Vs 


1 


IM 


283 


303 


822 


342 


362 




275 


294 


313 


333 


352 




267 


286 


305 


324 


842 




260 


279 


297 


315 


333 




254 


272 


289 


307 


325 


861 


247 


265 


282 


299 


317 


352 


241 


258 


275 


292 


309 


343 


236 


252 


269 


285 


302 


335 


230 


246 


263 


279 


295 


327 


225 


241 


256 


272 


288 


320 


220 


235 


251 


266 


282 


312 


215 


230 


245 


260 


275 


806 


211 


225 


240 


255 


270 


299 


206 


221 


235 


249 


2&4 


293 


202 


216 


230 


244 


259 


287 


198 


212 


226 


240 


253 


281 


194 


208 


221 


235 


248 


276 


190 


204 


217 


230 


244 


270 


187 


21)0 


213 


226 


239 


265 


183 


196 


209 


222 


235 


260 


180 


193 


205 


218 


230 


256 


177 


189 


201 


214 


226 


251 


174 


186 


198 


210 


222 


247 


171 


183 


195 


206 


218 


242 


168 


179 


191 


203 


215 


238 


165 


176 


188 


200 


211 


234 


162 


174 


185 


196 


208 


231 


160 


171 


382 


193 


204 


227 


157 


168 


179 


190 


201 


223 


155 


165 


176 


187 


198 


220 



Weight per 
Foot in 
Pounds. 



142.5 


160.9 


178.9 232.3 


244.2 


256.2 


268 


279.9 



303.7 



CAMBRIA STEEL. 



297 



QRILLAQE BEAMS FOR FOUNDATIONS. 

In designing foundations for walls or columns carrying heavy loads resting upon 
the soil, it is necessary to distribute the weight over a suitable area, and this is 
readily accomplished, in a small depth, by using a grillage composed of steel beams 
imbedded in concrete, thus obviating the necessity of large masses of masonry and 
deep excavations. For heavy loads on soil of small bearing power three tiers of 
beams may be necessary, while for lighter loads and soil of greater bearing power 
two tiers of beams will ordinarily suffice. 

The grillage beams which are to be surrounded by concrete should be spaced not 
less than 3^' apart in the clear between the flanges, so that the concrete may be thor- 
oughly rammed between them and gas-pipe, or standard cast-iron separators should 
be used to maintain the beams in proper position. 

Knowing the total weight to be carried and the allowable intensity of loading per 
square foot of the supporting soil, the area of the footing required can be readily 
found, which taken into consideration with any other conditions limiting the form or 
proportions of the footing, will determine the external dimensions of the foundation. 
The beams may be considered as subjected to a uniform load extending over a por- 
tion of their upper surfaces, the centre of which is at the centre of length of the 
beams, and as being uniformly supported from below throughout their length. 

Under these circumstances, the maximum bending moment v/ill occur at the 
centre of the beam and, using the notation given for the upper tier in the sketch 
below, this bending moment for one beam will be as follows : 

W 
Bending moment in inch pounds = ~ (c — b) 

o 
in which c and b are expressed in inches and W is the total weight in pounds on 
one beam, obtained by dividing the total load by the number of beams composing 
the tier in question. 

This formula for the bending moment is the same as that for a beam of the length 
(c — b) supported at the ends and uniformly loaded with the total weight W, so 
that the proper sizes of beams, bending considered, may be obtained directly from 
the tables of safe loads uniformly distributed for Cambria I-beams, on pages 76 to 86 
inclusive, or for cases in which the lengths are shorter than those given in these 
tables, the sizes may be calculated from the coefficients of strength or the section 
moduli given in the tables of properties of I-beams, pages 156 to 159 inclusive, tak- 
ing care, however, to use as the length, the distance (c — b), for the upper tier, and 
the corresponding figures for the other tiers. 

After determining the size of beam required based upon bending, as stated above, 
an examination should also be made of the capacity of the beam web to resist buck- 
ling. This may be done by considering the web as a column of height equal to the 
clear distance between the fillets and calculating the safe load therefor by the use of 
the tables of strength for steel columns or struts, on pages 190 to 193, using the 
proper safety factor. 

If the beam web is found insufficient as a column when calculated in this manner, 
a beam with a web of greater thickness should be tried until one is found that will 
meet this requirement and the conditions for bending; or it might be more economi- 
cal, in some cases, to use the beam with the thinner web and provide it with suffi- 
cient separators, fitting between the beam flanges, or stiffeners secured to the web to 
assist it in resisting as a column. 







h-i^((i-a> 



■--a---4-^(d-a)->j 



:i^(d-a)- 




-^[^ 3^(d-a>H 



IIIIIIIIIIII 



298 



CAMBRIA STEEL. 



TYPICAL DETAILS FOR STEEL COLUMNS. 




Kflr. 



r^K 





1 


ool 1 


Ol!0 C'jO 




O 0| 1 

oo.:J 










oil 


c 






• il • 






o^ 




r 






o 




Q 




















.9 






52 



P, 













o 
2: 




o 







CAMBEIA STEEL. 



299 



TYPICAL DETAILS OF COLUMN BASES AND 
PLATE GIRDERS. 




( [oi 


o 


) °™ 


_oJ 




1 


~ 




C 






( 






( 






< 




.£ 


m^ 





® L.® ®J\ ®\ 




-;3 

®c 
®c 


1) ( )® 

h < )® 


® lp^® ®^ 1 






DEFRJ 




/o;iG;;o|;o\ 


/c 


/jOijOj CllOM 


^ 


o;oi|Oiio!lolo\ 

)lo;!oiio;]o:o\ 






■V] 


c 

( 


) 
) 


^^ 


r 


d 


-4 


< 


^ 


&. 


^ 



o o o o o o 


o 


1 


o o o o o o 


o 


_l 


o o o o o o 


o 


o'o~o"cro~o 


"o' 


J 


q _q_o o_o_o_ 


.p_ 


'o"o~o cTo'cr 


'o' 




® b~cr6~6'~o~6"o 
o o o o o o o 

O O O O O O O 

_Q.^_Q_P_Q._Q_Q 



300 CAMBRIA 


STEEL 


• 




AT.T.OWABLE UNIT STRESSES AND LOADS 

IN ACCORDANCE WITH 
THE BUILDING- IjA.'WS OP VARIOUS CITIES. 


Allowable Unit Stresses for 
Steel and Iron. 


New York, i CMcago. 
1902. 1 1902. 


PMladelpMa. 
1902. 


Boston. 
1902. 


Pounds per 


Sijuare Inch. | 


COMPRESSION: Rolled Steel 

Rolled Steel 


16 000 
ft 

16 000 
12 000 
16 000 
20 000 

15 000 

16 GOO 
t( 

16 000 

12 000 

3 000 

16 000 
20 000 

14 000 
12 000 

15 000 

12 000 

16 000 
3000 


i . . . 

20606 
15 000 

15 000 
ft 


14 SOOJ 

16 25011 

12506 * 

17 500 

14 5001 
16 250!]' 

12 500 
3 750 


8606 

18 606 
15 000 

15 000 
12606 

16 000 
22 500 

12606 
18 000 

8606 
2 500 

12 000 

10 000 

10 000 

ft 
ft 
ft 
ft 
ft 
ft 
ft 

9 000 
tf 
tt 
ft 

12 000* 
ft 

10 000* 

See Section 
19 of Bos- 
ton Build- 
ing Lavs 


Cast '' 


Wrought Iron 


Cast '' (in Short Blocks) .... 
Steel Pins and Rivets (Bearing) .... 
Wrought Iron Pins and Rivets (Bearing) 

TENSION: Rolled Steel 

Rolled Steel 


Cast " 


12606 

16 000 
22 500 
15 000 
12 000 
18 000 

^10 000 

'2500 


Wrought Iron 

Cast '' 


EXTREME FIBER STRESS-BENDING 

Rolled Steel Beams 


" " Pins, Rivets and Bolts , . 
Riveted " Beams (Net Flange Section) 
Rolled Wrought Iron Beams 

'' " '' Pins,Rivets& Bolts 
Riveted " " Beams (Net Flange 

Section) 

Cast Iron— Compression Side 

'' '' Tension " 

Compression in Flanges of Built Beams, 
Steel 


Compression in Flanges of Built Beams, 

Wrnno-hf Tron 






SHEAR: Steel Web Plates 

Steel Web Plates 


9 000 
(f 

10 COO 

ft 

8 000 
t( 

7 000 
ft 

6 000 

7 500 
6 000 
5 500 
3000 

15 200-58 1: 
R 

ft 

14000-80^ 

11300-30^ 


10 606 

ft 

it 

tt 

7506 

tt 

15 000* 
ft 

12 000* 
lOOOOt 


8 7501 
lOOOOil 

8 750J 
lOOOOli 

8 7501 
10 000 

8 7501 

10 000 

7 500 
ft 

ft 

ft 

14 500 


" Shop Rivets and Pins 

tt tt tt i( <( 

" Field " *' " '.'.'.'.[ '. 

u tt a t( ft 

'' Bolts °. '.'.'.'. '. 

ft ft it 

Wrought Iron Web Plates .*.*.! .* '. '. 
" ** Shop Rivets and Pins . . 

'•' Field " 

" Bolts 

Cast Iron 


COLUMNS: Mild Steel 

Medium Steel 


1' L' 


' 13 .500R2 
16 2-50 


L2 


Wrought Iron 


'1IOOOR2 
12.500 
, L2 


Cast Iron 


'15 000D2 
17 500 

1 • ^' 
■ 400D2 


1 


* Reduced by approved modem formu 
f Reduced by Gordon's formula. Redi 


Is. JMild 
aced for ec 


. liMe 
centric 1 


dium. 
oads. 



CAMBKIA STEEL, 



301 



ALLO\^ABLB UNIT STRESSES AND LOADS 

IN AGOORDANGE -WITH 
THE BUILDINQ LA\^S OF VARIOUS CITIES. 



Live Lioads for Floors in DiflPerent 
Classes of Buildings, Exclusive 
of the TVeiglit of the Materials 
of Construction. 



Dwellings, Apartment Houses, Hotels, 
Tenement Houses or Lodging Houses. . 

Office Buildings — First Floor 

*' " above First Floor .... 

Schools or Places of Instruction ..... 

Stables or Carriage Houses 

Buildings for Public Assembly 

" " Ordinary Stores, Light Manu- 

facturing and Light Storage .... 

Stores for Heavy Materials, Warehouses 

and Factories ... 

Roofs— Pitch less than 20° 

" " more " 20° 

Sidewalks . . . 

Public Buildings, except Schools 



Allowable Unit Stresses for Ma- 
sonry and Building Materials. 



COMPRESSION. 



Concrete (Portland) Cement, 1 ; Sand, 2 

Stone, 4 ........ 

Concrete (Portland) Cement,!; Sand, 2 

Stone, 5 

Concrete (Rosendale or equal) Cement, 1 

Sand, 2; Stone, 4 

Concrete (Rosendale or equal) Cement, 1 

Sand, 2; Stone, 5 
Rubble Stonework, Portland Cement Mortar 
" " Rosendale " " 

" " Lime and '' '' 

" *' Lime Mortar 

Brickwork in Portland Cement Mortar; 

Cement, 1 ; Sand, 3 . . 

Brickwork in Rosendale, or equal. Cement 

Mortar ; Cement, 1 ; Sand, 3 

Brickwork in Lime and Cement Mortar ; 

Cement, 1 ; Lime, 1 ; Sand, 6 
Brickwork in Lime Mortar; Lime,l; Sand, 4. 
Dimension Stones in Cement Mortar . . . 
" , Dressed 

Beds 

Granites (according to Test) 

Greenwich Stone 

Gneiss (New York City) 

Limestone (according to Test) . . . o . . 

Marble ( " « .. ) 

Sandstone ( " .. .* ) 

Bluestone (North River) 

Brick (Haverstraw, Flatwise) 

Slate 



New York. 
1902. 



Chicago. 
1902. 



Philadelphia. 
1902. 



Pounds per Square Foot. 


60 


40 


70 


50 


150 


100 


100 


100 


75 


IGO 


100 


100 


75 


. . 


. 


80 


75 


f 40* 
tlOOf 


. . . 


. . . 


90 


100 


120 


150 


120 


100 


120 


. . 


150 




150 


250 


50 


25 


30 


25t 


30 


25 


30 


251: 


300 








. . . 


. . . 




150 


Pour 


ids per Spare Inch. 





230 

208 

125 

111 

140 

111 

97 

70 

250 

208 

160 
111 



1000 to 2400 

1200 

1300 

700 to 2300 

600 to 1200 

400 to 1600 

2000 

300 

1000 



55 



70 
97 



208 



139 
(« 

111 

208 
(< 

167 
111 



* Stables less than 500 Square Feet in Area. 

t " over 500 " " " " 

{ Make proper allowance for Wind at 30 lbs. per Square Foot Horizontal. 



302 



CAMBBIA STEEL. 



ALLO^WABLH UNIT STRESSES AND LOADS 

IN AOCORDANOB ^^TH 
THE BUILDING LAIA/'S CF VARIOUS CITIES. 



AUowable Unit Stresses for 
Masonry. 


New York. Chicago. 
1902. ; 1902. 


, Philadelphia. 
1902. 


Boston. 
1902. 


EXTREME FIBRE STRESS-BENDING 


Pour.ds per Sciuare Inch= 


Granite 


180 ' - - - 


: .... i - - - 


Greenv^'ich Stone . 


150 1 
150 i 
150 




i 


j 


Gneiss (New York City) ....... 

Limestone 




.... 

; ;; ; 


. . . 


Slate . , 


400 - - 




Marble .... 


120 

100 ! 
300 ! 

30 1 

20 J 

16 

10 
50 
30 






Sandstone 

Bluestone — Xortli River 

Concrete (Portland) Cement, 1 ; Sand, 

2; Stone, 4 ... .... 

Concrete (Portland) Cement, 1; Sand, 

2; Stone, 5 .... ... 

Concrete (R.osendale or equal) Cement. 

1; Sand, 2; Stone, 4. 
Concrete (Rosendale or equal) Cement, 

1; Sand, 2; Stone, 5 

Brick (Common) . . 

Brickwork (in Cement) ....... 




.... 
.... 

.... 
.... 


. . . 


Allowable Unit Stresses for 
Timber. 










COMPRESSION: 




Oak with Grain , , 


900 , . . 


750 ' 
91% 

50<)' 
50 

° '350' 
41% 

1800 
'l250* 
' 1000 * 




" across '' 


SOO , 

1000 : 

600 i 

800 : 

400 ' 
800 i 
400 1 
1200 I 
1000 ! 
500 1 
500 




• 


250 


Yellow Pine, with Grain 

'' across " 

White '' with " 

'* '^ across " ....... 

Spruce, with Grain 

" across ** 


250 
150 
150 


Locust, with " ........ 

" across " 




Hemlock, with '' 




*' across'* 




Chestnut, with " 


5 
1000 

1200 






across" 

TENSION: 

Yellow Pine 




White '' , . 


800 

800 

1000 

600 ! 




Spruce 




Oak 




Hemlock 


. . . 



CAMBKIA STEEL. 



303 



ALLO"WABLE UNIT STRESSES AND LOADS 

IN AOCORDANCS WlTBi 
THE BUILDINQ LA"WS OF VARIOUS CITIES. 



Allowable Unit Stresses for 
Timber, 



EXTREME FIBER STRESS- 
BENDING: 

Yellow Pine 

White " 

Spruce 

Oak 

Locust 

Hemlock 

Chestnut 



New York. 
1902. 



Chicago 
1902. 



Philadelphia. 
1902. 



Boston. 
1902. 



Wooden Columns or Posts 
with Flat Snds. 



Yellow Pine (Long Leaf) .... 
White Pine, Norway Pine and Spruce 

Oak : 

Chestnut and Hemlock 



Locust 



SHEAR : Yellow Pine, with Fiber . 

Yellow Pine, across fiber 

White '* with " 

*' " across ** 

Spruce, with Fiber . . „ 

** across " 

Oak, with " 

" across " 

Locust with " 

" across " . . , 

Hemlock, with " 

** across *' 

Chestnut, '' " 



Pounds Per Square Inch. 



1200 
800 
800 
1000 
1200 
600 
800 



1250 
750 
750 

1000 



1000-18 



D 



800-15p 



900-17 



D 



^(800-15^) 



1>^( 



70 

500 

40 

250 

50 

320 

100 

600 

100 

720 

40 

275 

150 



100 
250 

80 
150 

80 
150 
150 
250 



1600 
1100 



900 



6 ^ 600D 



66% 
750 



50 
500 



41% 
416% 



1250 
750 
750 

1000 



100 
80 
80 

150 



* — = Allowable Compression in Lbs. per Sq. Inch and — = Ratio of Length to 
o 1) 

Diameter in Inches. 

Allowable Unit Stresses for Timber Columns in Accordance with 
the Building: Liaws of Boston and Chicago, 

For Posts with Flat Ends. 

The Stresses given in the following table, in which L= Length of Post, 
D = Least Diameter of Post, and S = Stress per Square Inch. 



White Pine and Spruce. 


Long-Leaf Yellow Pine. 


White Oak. 


I. 


S 




S 


s 


OtolO 
10 '' 35 
35 " 45 
45 " 60 


625 
500 
375 
250 


0tol5 
15 '' 30 
30 '' 40 
40 '' 45 
45 '' 50 


1000 
875 
750 
625 
500 


750 
650 
560 
470 
375 



For information not given in these tables^ see Complete Building Laws of the 
Various Cities. 



304 CAMBKIA STEEL. 



EXPLANATION OF TABLES OF BIVETS 
AND PINS. 

Rivets. 

In the design of riveted joints the total stress transmitted is assumed 
to be taken np by the rivets, no allowance being made for the friction 
between the plates riveted together, and the manner of failure of the 
joint will be b}'' shearing of the rivet or crushing of the plate. This 
assumes that the rules given on page 312 are followed and failure by 
tearing off the plate caused by the rivets being too near the edge is 
thus prevented. 

In the table of " Shearing Value of Rivets and Bearing Value of 
Riveted Plates," pages 306 and 307, these values are given for all cus- 
tomaiy sizes and thicknesses corresponding to various usual allowable 
unit stresses. 

For any given size of rivet or thickness of plate to be used, an in- 
spection of the table will shov/ at once if the bearing value of the plate 
or the shearing value of the rivet is to govern the design and the 
amount of stress that can be transmitted by each rivet. 

I»iiis. 

In designing pin-connected joints the points whicli govern the design 
are the bending moments produced in the pin by the bars or plates 
connected, and the bearing value of the plates themselves. The bear- 
ing value in the case of eye-bars of proper proportions is sufi&ciently 
ample and need not be computed. Shear in pins need not ordinarily 
be considered, as the bending and bearing stresses usually determine 
the size. 

In the table of " Maxim.um Bending Moments on Pins," pages 308 
and 309, is given the allowable bending moments on pins of various 
diameters for the usual allowable fibre stresses. 

In the table of'*' Bearing Values of Pin Plates for One-Inch Thick- 
ness of Plate," on page 313, is given the allowable bearing values of 
plates against pins of various usual diameters, corresponding to the 
customary unit stresses of this character. 

If the bearing value exceeds the allowable limit in any given case 
pin-plates must be added, thus increasing the bearing value until it is 
reduced to a safe limit as shown by the tables. 



CAMBRIA STEEL. 



305 



CONVENTIONAL SIGNS FOR RIVETING. 



Shop, Field. 



Two Full Heads. 



Countersunk inside (Farside) and Chipped. 



Countersunk Outside (Nearside) and Chipped. 



Countersunk both Sides and Chipped. 




urn 




Inside. 



Outside. 



(Farside.) (Nearside.) 



Both Sides. 



-QQ0 



Flattened to 3^^' high or Countersu 
and not Chipped. 



Flattened to %'^ high. 



Flattened to %'^ high. 



This system, designed by F. C. Osborn, C.E., has for foundation the diagonal 
cross to represent a countersink, the blackened circle for a field rivet and the diagonal 
stroke to indicate a flattened head. The position of the cross, with respect to the 
circle (inside, outside or both sides), indicates the location of the countersink and 
similarly the number and position of the diagonal strokes indicate the height and 
position of the flattened heads. 

Any combination of field, countersunk and flattened head rivets liable to occur 
may be readily indicated by the proper combination of above signs. 




306 



CAMBRIA STEEL. 



SHEARING- VALUE OF RIVETS AND BEARING 

VALUE OF RIVETED PLATES. 

ALL DIMENSIONS IN INCHES. 

Shearing Value = Area of Rivet X Allowable Shearing Stress per Square Inch. 



Diameter 

of 
Rivet. 


Area 

in 

Square Inches. 


Single 
Shear at 
6000 lbs. 


Double 

Shear at 

12 000 lbs. 


Bearing Value for Different 

4 16 8 16 


% 


.1105 
.1964 
.3068 
.4418 
.6013 
.7854 


663 

1178 
1841 
2651 
3608 
4712 


1325 
2356 
3682 
5301 
7216 
9425 


1125 


1406 1688 


■ 2625 
328l| 
3938 
4594 


y2 

% 


1500 
1875 


1875| 2250 
2344 2813 




2250 
2625 
3000 


2813 
3281 
3750 


3375 
3938 


1 


4500 


5250 



Diameter 

of 
Rivet. 


Area 

in 

Square Inches. 


Single 

Shear at 

6 750 lbs. 


Double 

Shear at 

13 500 lbs, 


Bearir 

i 


Lg Value for Different 

5 3 7 

T6 ^ T6 


% 


.1105 
.1964 
.3068 
.4418 
.6013 
.7854 


746 
1325 
2071 
2982 
4059 
5301 


1491 
2651 
4142 
5964 
8118 
10603 


1266 


1582' 1898 




y^ 


1688 
2109 


2109 2531 
2637 3164 


2953 


% 


3691| 


1/ 


2531 
2953' 
3375 


3164 
3691 
4219 


3797 
" 4430 


4430 
5168 


1 


5063 


5906 



Diamet-er 

of 
Rivet. 


Area 

in 

Square Inches. 


Single 
Shear at 
7 500 lbs. 


Double 

Shear at 

15 000 lbs. 


Bearing Value for Dl 


fferent 


% 


.1105 
.1964 
.3068 
.4418 
.6013 
.7854 


828 
1473 
2301 
3313 
4510 
6891 


1657 
2945 
4602 
6627 
9020 
11781 


1406 


1758 2109 




y 


1875 
2344 


2344; 2813 
2930; 3516 
35161 4219 
41021 4922 


3281 
4102| 




2813 
3281 
8750 


4922 
5742 


1 


4688 5625 

1 


6563 



Diameter 


Area 

in 

Square Inches. 


Single 

Shear at 

10 000 lbs. 


Double 

Shear at 

20 000 lbs. 


Bearing Value for Different 


of 
Rivet. 


4 


T% 




t\ 


Yb 


.1105 
.1964 
.3068 
.4418 
.6013 
.7854 


1105 
1964 
3068 
4418 
6013 
7854 


2209 
3927 
6136 
8836 
12026 
15708 


1875 
2500 
3125 


2344 2813 




Ys 


3125 3750 
3906 4688 


4375 
54691 
6563 
7656 


Y, 

Vs 


3750 
4375 
5000 


4688 
5469 
6250 


5625 
6563 


1 


7600 


8750 



In the above tables the bearing values between the lower and upper zigzag black 
lines are greater than single and less than double shear for the corresponding dimen- 
sions, so that in case of single shear the single shearing value governs, and in case 
of double shear, the bearing value governs the design. 



CAMBBIA STEEL. 



307 



SHEARING- VALUE OF RIVETS AND BEARING 
VALUE OP RIVETED PLATES. 

ALL DIMENSIONS IN INCHES. 

Bearing Value = Diameter of Rivet X Thickness of Plate X Allowable Bearing Stress p er Square Inch. 

Thicknesses of Plate in Indies at IS 000 Pounds per Square Inch. 



i 


T% 


5 


H 


f 


+1 


7 
8 


1 5 
16 


1 


3000 
1 3750 


4219 


4688 
5625 


6188 


6750 

7875 


8531 
9750 


9188 
10500 


9844 
11250 




4500 


5063 
5906 
6750 




5250 


6563 
7500 


7219 




6000 


8250 


9000 


12000 



Thicknesses of Plate i 


in Inches at 13 500 Pounds per Square Inch. 


1 

2 


t\ 




ii 


i 


+f 


i 


a 


1 


3375 

1 4219 
5063 


4746 
5695 
6645 
7594 


5273 
' 6328 


6961 
8121 


7594 
8859 


9598 
10969 


10336 
11813 


11074 
12656 




5906 


7383 
8438 




6750 


9281 


10125 


13500 



Thicknesses of Plate in Inches at 15 000 Pounds per Square Inch. 



i 


t\ 


¥ 


H 


1 


1 6 


7 


1 5 
16 


1 


3750 

1 4688 

5625 


5273 
6328 
7383 
8438 


5859 
7031 


7734 
9023 


8438 
9844 


10664 
12188 


11484 
13125 


12305 
14063 




6563 


8203 
9375 




7500 


10313 


11250 


15000 



Thicknesses of Plate in Inches at 20 000 Pounds per Square Inch, 



i 


1^6 


8 


H 


1 


If 


7 
8 


« 


1 


5000 
1 6250 


7031 


7813 
9375 


10313 


11250 
13125 


14219 
16250 


15313 
17500 


16406 
18750 




7500 


8438 

9844 

11250 




8750 


10938 


12031 




10000 


12500 


13750 


15000 


20000 



The bearing values above and to the right of the upper zigzag black lines are 
greater than double shear for the corresponding dimensions, so that in these cases 
the shearing values govern the design. 

The bearing values below and to the left of the lower zigzag black lines are less 
than single shear, so that in these cases the bearing values govern the design. 



308 




CAMBRIA 


STEEL. 






MAXIMUM BENDINGf- MOMENTS 


ON PINS WITH 






EXTREME FIBRE STRESSES 




VARYING FROM 15 000 TO 25 000 POUNDS PER SQUARE INCH. 


Diameter 

of 

Pin in 


Area of 

Pin 
in Sf^aare 


Moments in Iiicli-I»ouinis for Kitore 

Stresses of 


15 000 Lbs. 


IS 000 Lbs. 


20 000 Lbs. 


22 500 Lbs. 


2.5 000 Lbs. 


Inches. 


Inches. 


per 
Siinaxe Inch. 


per 
Sq_uare Inch. 


per 
Sc^nare Inch. 


per 
Square Inch. 


per 
Sq_uare Inch. 


1 

1 


.785 

994 

1.227 

1.485 


1470 
2100 
2900 
3830 


1770 

2520 
3450 
4590 


1960 
2800 
38S0 
5100 


2210 
3150 
4310 
5740 


2450 
3490 
4790 
6380 




1.767 
2.074 
2.405 
2.761 


4970 
6320 
7890 
9710 


5960 

7580 

9470 

11650 


6630 

8430 
10520 
12940 


7460 

9480 

11840 

14560 


8280 
10530 
13150 
16180 


2 

H 


3.142 

3.-547 
3.976 
4.430 


11780 
14130 
16770 
19730 


14140 

16960 
20130 
23670 


15710 

18840 
22870 
26300 


17670 
21200 
25160 
29590 


19630 
23550 
27960 
32880 


1 


4.909 
5.412 
5.940 
6.492 


23010 
26640 
30630 
34990 


27610 
31950 
36750 
41990 


30680 
35520 
40830 
46660 


34510 
39960 
45940 
52490 


38350 
44400 
51040 

58320 


3 

3>^ 


7.069 
7.670 
8.296 
8.946 


39730 
44940 
50550 
56610 


47680 
53930 
60660 
67^0 


52970 
59920 
67400 
75480 


59600 
67410 
75830 
84920 


66220 
74900 
84250 
94350 


3^ 

1 

3% 


9.621 
10.321 
11.045 
11.793 


63140 
70150 
77660 
85690 


75770 

84180 

93190 

102820 


84180 

93530 

103540 

114250 


94710 
105220 
116490 
128530 


105230 
116910 
129430 
142810 


4 
4i 


12.566 
13.364 
14.186 
15.033 


94250 
103360 
113050 
123320 


113100 
124040 
135660 
147980 


125660 
137820 
150730 
164420 


141370 
155040 
169570 
184980 


157080 
172270 

188410 
205530 




15.904 
16.800 
17.721 
18.665 


134190 

145690 
157820 
170580 


161030 
174830 
189390 
204740 


178920 
194250 
210430 
227490 


201290 
218510 
236740 
255920 


223650 
242810 
263040 
2&4360 


5 
5^ 


19.635 
20.629 
21.648 
22.691 


184080 
198230 
213090 
2-8680 


220890 
237880 
255710 
274420 


245440 
264310 
284120 
304910 


276120 
297350 
319&40 
343020 


306800 
330390 
355160 
381130 


1 


23.758 
24.850 
2.5.967 
27.109 


245010 
262100 
279960 
298620 


294010 
314510 . 
335950 
358340 


326680 
34^60 
373280 
398160 


367510 
393140 
419^0 
447930 


40S350 
436830 
466600 
497700 







CAMBRIA 


STEEL. 




309 


MAXIMUM BENDING MOMENTS 


ON PINS WITH 






EXTREME FIBRE STRESSES 




VARYING FROM 15 000 TO 25 000 POUNDS PER SQUARE INCH. 


Diameter 

of 
Pin in 


Area of 

Pin 
in S(iuare 


Momefits in Incli-PouiKls for F'ilire 

Stresses of 


15 000LR 


18 000 Lbs. 


20 000 Lbs. 


22 500 Lbs. 


25 000 Lbs. 


Inches. 


Inches. 


per 
Spare Inch. 


per 
Siiuare Inch. 


per 
Square Inch. 


per 
Square Inch. 


per 
Square Inch. 


6 

ti 


28.274 
29.465 
30.680 
31.919 


318090 
338380 
359530 
381530 


381700 
406060 
431430 
457840 


424120 
451180 
479370 
508710 


477130 
507580 
539290 
572300 


530140 
563970 
599210 
635890 


6j| 


33.183 
34.472 
35.785 
37.122 


404420 
428200 
452900 
478530 


485400 
513840 
543480 
574240 


539230 
570940 
603870 
638040 


606630 
642300 
679350 
717800 


674030 
713670 
754830 
797550 


7 
7/^ 


88.485 
39.871 
41.282 

42.718 


505110 
532650 
561180 
590710 


606130 
639190 
673420 

708860 


673480 
710210 

748250 
787620 


757660 

798980 
841780 
886070 


841850 

887760 
935310 
984520 


7j| 


44.179 
45.664 
47.173 
48.707 


621260 

652850 
685480 
719190 


745510 
783410 
822580 
863030 


828350 
870460 
913980 
958920 


931890 

979270 

1028220 

1078780 


1035440 
1088080 
1142470 
1198650 


8 


50.265 
51.849 
53.456 
55.088 


753980 
789880 
826900 
865060 


904780 

947860 

992280 

1038070 


1005310 
1053170 
1102530 
1153410 


1130970 
1184820 
1240350 
1297590 


1256640 
1316470 
1378170 
1441760 


ti 


56.745 
58.426 
60.132 
61.862 


904370 

944860 

986540 

1029430 


1085250 
1133830 
1183850 
1235310 


1205830 
1259820 
1315390 
1372570 


1356560 
1417290 
1479810 
1544140 


1507290 
1574770 
1644240 
1715710 


9 

i 


63.617 
65.397 
67.201 
69.029 


1073540 
1118900 
1165510 
1213400 


1288250 
1342680 
1398610 
1456080 


1431390 
1491860 
1554010 
1617870 


1610310 
1678340 
1748270 
1820100 


1789240 

1864830 
1942520 
2022340 


9% 
9J| 


70.882 
72.760 
74.662 
76.590 


1262590 
1313090 
1364910 
1418090 


1515110 

1575700 
1637900 
1701700 


1683450 
1750780 
1819880 
1890780 


1893880 
1969630 
2047370 
2127130 


2104310 
2188480 
2274850 
2363480 


10 
10)1 


78.540 
82.516 
86.590 
90.763 


1472620 
1585850 
1704740 
18294^0 


1767150 
1903020 
2045690 
2195320 


1963500 
2114470 
2272990 
2439250 


2208930 
2378780 
2557120 
2744150 


2454370 
2643090 
2841240 
3049060 


11 

My. 

ii>i 

12 


95.033 

99.402 

103.869 

113.098 


1960060 
2096760 
2239670 
2544690 


2352070 
2516110 
2687610 
3053630 


2613410 
2795680 
2986230 
3392920 


2940090 
3145140 
3359510 
3817040 


3266770 
3494600 
3732790 
1241150 



310 



CAMBRIA STEEL. 



RIVETS. 

TABLES OF AREAS IN SQUARE INCHES, TO BE DEDUCTED FROM 
RIVETED PLATES OR SHAPES TO OBTAIN NET AREAS. 



TMck- 

ness 

Plates 

m 

Inches. 



1 
1t^ 



1^ 



.06 
.08 
.09 

.11 

.13 
.14 
.16 
.17 

.19 
.20 
.22 
.23 

.25 
.27 

.28 
W .30 



.31 
.33 

r% .34 

1.^ .36 



13^ .38 

W .39 

1^ .41 

liij .42! 

13^! .44 

1^; .47 

m .48 

2 ' .50 



STZ^ OK HOI^K. 

Incites. 



TS 



.08 
.10 
.12 

.14 

.16 
.18 
.20 

.21 

.23 
.25 

.27 
.29 

.31 
.33 
.35 
.37 



3/ 



.09 
.12 

.14 

.16 

I 
.19 
.21 
.23 

.26 

.28 
.30 
.33 
.35 



.40 
.42 
.45 



.39 .47 

.41 .49 

.43! .52 

.45 .54 



.56 
.59 
.61 
.63 

.66 
.68 
.70 
.73 
.75 



TS 



.11 

.14 
.16 
.19 

.22 
.25 
.27 

.30 

.33 
.36 
.38 
.41 

.44 
.46 
.49 
.52 

.55 
.57 
.60 
.63 

.66 
.68 
.71 
.74 

.77 
.79 
.82 
.85 



^2 



.13 
.16 
.19 
.22 



,/o 
.78 
.81 
.84 

.88 
.91 
.94 
.97, 
l.OO: 



16 



.14 

.18 
.21 
.25 



.25 


.28 


.28 


.32 


.31 


.35 


.34 


.39 


.38 


.42 


.41 


.46 


.44 


.49 


.47 


.53 


.50 


.56 


.53 


.60 


.56 


.63 


.59 


.67 


.63 


.70 


.66 


.74 


.69 


.77 


.72 


.81 


1-^ 


Hi 



.88 
.91 
.95 



1.02 
1.05 
1.09 
1.13 



Vs I ih 
.16! .17 



.20 
.23 

.27 

.31 
.35 
.39 
.43 



.63 
.66 
.70 
.74 

.78 
.82 
.86 
.90 

.94 

.98: 

1.02^ 

1.05. 

1.09! 
1.13 
1.17 
1.21 
1.25 



.21 

.28 
.30 

.34 
.39 
.43, 



.47 ,52 
.51 .56 
.60 
.64 



.69 
.73 

.77 
.82 

.86 
.90 
.95 

.99j 

1.03! 

1.07; 

].12 
1.16J 

1.20' 
1.25 
1.29 
1.33 
1.38 



% H 



.19 .20 

.23| .25 

.281 .30 

.33 .36 

.38! .41 

.42 I .46 

.47| .51 

.52 .56 



.56 
.61 
.66 
.70 

.75 
.80 
.84 



.61 
.66 
.71 
.76 

.81 
.86 
.91 
.96 



^8 



.22 
.27 
.33 

.38 

.44 
.49 
.55 
.60 

.66 
.71 
.77 

.82 



.93 

.98 

1.04 



.94 1.02 1.09 

.98 1.07! 1.15 

1.03 1.12 1.20 

l.OSi 1.17i 1.26 



1.13 
1.171 
1.22 

1.27| 

1.3l! 

1.36 
1.41 
1.45 
1.50' 



1.22 
1.27| 
].32 



1.31 
1.37 
1.42 



.23 
.29 
.35 
.41 

.47 
.53 
.59 
.64 

.70 
.76 

.82 



.25 
.31 
.3S 

.44 



1^ 

.27 
.33 

.40 
.46 



.50 .53 

.56 .60 

.63 .66 

.69 .73 



./o 
.81 



.80 
.86 
.93 
.94: 1.00 



94 1.00 1. 



1.00 
1.05 
1.11 



1.06 1.13 
1.13 1.20 
1.19 1.26 



1.37 


1.47 


1.58 


1.42 


1.53 


1.64 


1.47 


1.59 


1.70 


1.52 


1.64 


1.76 


1.57 


1.70 


1.82; 


1.63 


1.75' 


1.88 



1.17 1.25; 1.33 

1.23 1.31 1.39 

1.29 1.38 1.46 

1.35j 1.44 1.53 

1.41 1.50' 1.59 

1.46| 1.56' 1.66 

1.52! 1.63 1.73 
1.69, 1.79 



1.75' 1.86 
1.81 1.93 
1.8S 1.99 
1.94 2.06 
2.00 2.13 



MAXIMUM SIZE OF RIVETS IN BEAMS, 
CHANNELS AND ANGLES. 



I-BEiMS. 


CHANNELS. 


ANGLES. 


Depth 


Weight 


Size 


Depth 


Weight 


Size 


Depth 


Weight 


Size 


Len'th 


Size 


Len"th 


Size 


of 


per 


of 


of 


per 


of 


of 


per 


of 


of 


of 


of 


of 


Beam. 


Foot. 


Rivet. 


Beam 


Foot. 


Rivet. 


Channel 


Foot. 


Rivet. 


LeK. 


Rivet. 


Leg. 


Rivet. 


Inch's 


Pounds. 


Inches. 


Inchs 


Pounds. 


Inches. 


Inches. 


Pounds. 


Inches. 


Inches 


Inches. 


Inches 


Inch's 


3 


5.5 


az 


15 


42.0 


^ 


3 


4.0 


% 


% 


'4 


4 
5 


7.5 
9.75 


15 
15 


60.0 
80.0 


1 


4 
5 


5.25 
6.50 


V9 


1 


'% 


2% 


'4 


6 


12.25 


18 


55.0 


% 


6 


8.0 


% 


li 


1/ 


sv. 




7 


15.0 


% 


20 


65.0 


1 


7 


9.75 


% 


4 




8 


18.00 


vi 


20 


80.0 


1 


8 


11.25 


% 


iV^ 


41X 




9 


21.0 




24 


80.0 


1 


9 


13.25 


% 


1^4 


/S 







10 


25.0 


■% 








10 


15.0 


/^ 


2 


% 


6 




12 
12 


31.5 
40.0 


1 








12 
15 


20.50 
33.0 


2^ 
23^ 


7 





CAMBRIA STEEL. 



311 



RIVETS. 

TABLES OF AREAS IN SQUARE INCHES, TO BE DEDUCTED FROM 
RIVETED PLATES OR SHAPES TO OBTAIN NET AREAS. 



SI^K OK HOI^K. 

Indies* 



.28 
.35 
.42 
.49 

.56 
.63 
.70 

.77 

.84 

.91 

.98 

1.05 

1.13 
1.20 
1.27 
1.34 

141 

1.48 
1.55 
1.62 

1.69 
1.76 
1.83 
1.90 

1.97 
2.04 
2.11 
2.18 
2.25 



.96 
1.04 
1.11 

1.19 
1.26 
1.34 
1.41 

1.48 
1.56 
1.63 
1.71 

1.78 
1.86 
1.93 
2.00 

2.08 
2.15 
2.23 
2.30 
2.38 



IM VJ 1% l/e ^y^ 1t% Ws 



.31 
.39 
.47 
.55 

.63 
.70 

.78 
.86 

.94 
1.02 
1.09 
1.17 

1.25 
1.33 
1.41 
1.48 

1.56 
1.64 
1.72 
1.80 

1.88 
1.95 
2.03 
2.11 

2.19 
2.27 
2.34 
2.42 
2.50 



1.07 
1.15 
1.23 

1.31 
1.39 
1.48 
1.56 

1.64 
1.72 
1.80 
1,89 

1.97 
2.05 
2.13 
2.21 

2.30 
2.38 
2.46 
2.54 
2.63 



.34 
.43 
.52 
.60 

.69 

.77 
.86 
.95 

1.03 
1.12 
1.20 
1.29 

1.38 
1.46 
1.55 
1.63 

1.72 
1.80 

1.89 
1.98 

2.06 
2.15 
2.23 
2.32 

2.41 
2.49 
2.58 
2.66 
2.75 



.36 
.45 
.54 
.63 

.72 
.81 
.90 
.99 

1.08 
1.17 
1.26 
1.35 

1.44 
1.53 
1.62 
1.71 

1.80 
1.89 
1.98 
2.07 

2.16 
2.25 
2.34 
2.43 

2.52 
2.61 
2.70 
2.79 

2.88 



.38 
.47 
.56 
.66 

.75 

.84 

.94 

1.03 

1.13 
1.22 
1.31 
1.41 

1.50 
1.59 
1.69 

1.78 

1.88 
1.97 
2.06 
2.16 

2.25 
2.34 
2.44 
2.53 

2.63 
2.72 
2.81 
2.91 
3.00 



.78 

.88 

.98 

1.07 

1.17 
1.27 
1.37 
1.46 

1.56 
1.66 
1.76 
1.86 

1.95 
2.05 
2.15 
2.25 

2.34 

2.44 
2.54 
2.64 

2.73 
2.83 
2.93 
3.03 
3.13 



.41 
.51 
.61 
.71 

.81 

.91 

1.02 

1.12 

1.22 
1.32 
1.42 
1.52 

1.63 
1.73 
1.83 
1.93 

2.03 
2.13 
2.23 
2.34 

2.44 

2.54 
2.64 

2.74 

2.84 
2.95 
3.05 
3.15 
3.25 



.42 
.53 
.63 
.74 

.84 

.95 

1.05 

1.16 

1.27 
1„37 

1.48 
1.58 

1.69 
1.79 
1.90 
2.00 

2.11 
2.21 
2.32 
2.43 

2.53 
2.64 
2.74 

2.85 

2.95 
3.06 
3.16 
3.27 
3.38 



1% 


lit 


.44 


.45 


.55 


.57 


.66 


.68 


.77 


.79 


.88 


.91 


.98 


1.02 


1.09 


1.13 


1,20 


1.25 


1.31 


1.36 


1.42 


1.47 


1.53 


1.59 


1.64 


1.70 


1.75 


1.81 


1.86 


1.93 


1.97 


2.04 


2.08 


2.15 


2.19 


2.27 


2.30 


2.38 


2.41 


2.49 


2.52 


2.61 


2.63 


2.72 


2.73 


2.83 


2.84 


2.95 


2.95 


3.06 


3.06 


3.17 


3.17 


3.29 


3.28 


3.40 


3.39 


3.51 


3.50 


3.63 



.47 
.59 
.70 

.82 

.94 
1.05 
1.17 
1.29 

1.41 
1.52 
1.64 
1.76 

1.88 
1.99 
2.11 
2.23 

2.34 
2.46 
2.58 
2.70 

2.81 
2.93 
3.05 
3.16 

3.28 
3.40 
3.52 
3.63 
3.75 



-T6 



.48 
.61 
.73 
.85 

.97 
1.09 
1.21 
1.33 

1.45 
1.57 
1.70 
1.82 

1.94 

2.06 
2.18 
2.30 

2.42 
2.54 
2.66 
2.79 

2.91 
3.03 
3.15 
3.27 

3.39 
3.51 
3.63 
3.75 
3. 



.50 
.63 
.75 

.88 

1.00 
1.13 
1.25 
1.38 

1.50 
1.63 
1.75 

1.88 

2.00 
2.13 
2.25 
2.38 

2.50 
2.63 
2.75 

2.88 

3.00 
3.13 
3.25 
3.38 

3.50 
3.63 
3.75 

3.88 
4.00 



Thick- 
ness 
Plates. 

in 
inches. 



i 
1 

IP. 

1^ 

IH 
1% 



RIVET SPACING. 
ALL DIMENSIONS IN INCHES. 



Size 
of 


Minimum 
Pitch. 


Maximum Pitch 
at Ends of 
Compression 
Members. 


Minimum Pitch 

in Flanges of 

Chords and Gird's. 


Distance from Edge of Piece to 
Center of Rivet Hole. 


Rivet. 


Minimum. 


Usual. 


37 

1 




4 


4* 
4 
4 
4 


1X6 

1>2 


*1M 



For General Rules for Rivet Spacing see next page. 



312 CAMBRIA STEEL. 



G-BNERAL. RULES FOR RIVET SPACING- FOR 
BRIDGE AND STRUCTURAL WORK. 

The pitch or distance from center to center of rivets should not be 
less than 3 diameters of the rivet. In bridge work the pitch should 
not exceed 6 inches or 16 times the thickness of the thinnest outside 
plates except in special cases hereafter noted. In the flanges of beams 
and girders v^diere plates more than 12 inches wide are used, an extra 
line of rivets with a pitch not greater than 9 inches should be driven 
along each edge to draw the plates together. 

At the ends of compression members the pitch should not exceed 4 
diameters of the rivet for a length equal to twice the width or diameter 
of the member. 

In the flanges of girders and chords carrying floors, the pitch should 
not exceed 4 inches. 

For plates in compression the pitch in the direction of the line of 
stress should not exceed 16 times the thickness of the plate, and the 
pitch in a direction at right angles to the line of stress should not ex- 
ceed 32 times the thickness, except for cover plates of top chords and 
end posts in which the pitch should not exceed 40 times their thickness. 

The distance between the edge of any piece and the center of the 
rivet hole should not be less than 1^ inches for J inch and |- inch rivets 
except in bars less than 2^ inches wide; when practicable it should, 
for all sizes, be at least 2 diameters of the rivet and should not exceed 8 
times the thickness of the plate. 

Minimum spacing is generally used in pin plates, at ends of columns, 
girders, etc., etc. 

In figuring clearance of rivets for special cases, allow J inch in addi- 
tion to diameter of head. 







CAMBRIA STEEL. 






313 




BBARINQ VALUES OF PIN PLATES, 








FOR ONE INCH THICKNESS OF PLATE 








Bearing value = Diameter of Pin X 1" X Stress per Square Inch 








Bearing 


Bearing 


Bearing 






Bearing 


Bearing 


Bearing 


Diam- 


Area 


Value at 


Value at 


Value at 


Diam- 


Area 


Value at 


Value at 


Value at 






12 000 


13500 


15 000 






12 000 


13500 


15 000 


eter of 


of 


Pounds 


Pounds 


Pounds 


eter of 


of 


Pounds 


Pounds 


Pounds 






per 


per 


per 






per 


per 


per 


Pin. 


Pin. 


Square 
Inch. 


Square 


Square 


Pin. 


Pin. 


Square 


Square 


Square 






Inch. 


Inch. 






Inch. 


Inch. 


Inch. 


Inches. 


Sq. Ins. 


Pounds. 


Pounds. 


Pounds. 


Inches. 


Sq. Ins. 


Pounds. 


Pounds. 


Pounds. 


1 


.785 


12000 


13500 


15000 


4>^ 


15.90 


54000 


60750 


67500 


13^ 


.994 


13500 


15190 


16880 


4^ 


16.80 


55500 


62440 


69380 


1^ 


1.227 


15000 


16880 


18750 


4M 

4% 


17.72 


57000 


64130 


71250 


1.485 


16500 


18560 


20630 


18.67 


58500 


65810 


73130 


V4 


1.767 


18000 


20250 


22500 


5 


19.64 


60000 


67500 


75000 


Ws 


2.074 


19500 


21940 


24380 


^Vs 


20.63 


61500 


69190 


76880 


Wa 


2.405 


21000 


23630 


26250 


5i| 


21.65 


63000 


70880 


78750 


Ws 


2.761 


22500 


25310 


28130 


22.69 


64500 


72560 


80630 


2 


3.142 


24000 


27000 


30000 


% 


23.76 


66000 


74250 


82500 


2>^ 


3.547 


25500 


28690 


31880 


24.85 


67500 


75940 


84380 


2/1 


3 976 


27000 


30380 


33750 


i 


25.97 


69000 


77630 


86250 


4.430 


28500 


32060 


35630 


27.11 


70500 


79310 


88130 


23^ 


4.909 


30000 


33750 


37500 


6 


28.27 


72000 


81000 


90000 


2^ 


5.412 


31500 


35440 


39380 


63^ 


29.46 


73500 


82690 


91880 


i 


5.940 


33000 


37130 


41250 


'^. 


30.68 


75000 


84380 


93750 


6.492 


34500 


38810 


43130 


31.92 


76500 


86060 


95630 


3 


7.069 


36000 


40500 


45000 


6K 


33.18 


78000 


87750 


97500 


3^ 


7.670 


37500 


42190 


46880 


6% 


34.47 


79500 


89440 


99380 


3M 


8.296 


39000 


43880 


48750 


Ps 


35.79 


81000 


91130 


101250 


8.946 


40500 


45560 


50630 


37.12 


82500 


92810 


103130 


3>^ 

3% 


9.621 


42000 


47250 


52500 


7 


38.48 


84000 


94500 


1050(K) 


10.32 


43500 


48940 


54380 


7K 


44.18 


90000 


101250 


112500 


3j| 


11.05 


45000 


50630 


56250 


8 


50.27 


96000 


108000 


120000 


11.79 


46500 


52310 


58130 


8K 


56.75 


102000 


114750 


127500 


4 


12.57 


48000 


54000 


60000 


9 


63.62 


108000 


121500 


135000 


43^ 


13.36 


49500 


55690 


61880 


10 


78.54 


120000 


135090 


150000 


ti 


14.19 


51000 


57380 


63750 


11 


95.03 


132000 


148500 


165000 


15.0^ 


52500 


59060 


65630 


12 


113.10 


144000 


162000 


180000 


EXA 


MPLE.— 


The stress in the end post of a 


bridge 


is 25000 


pounds 


and the 


diamet 


er of th 


e pin is 5^". Required the total 


thickne 


ss of ste< 


;1 pin pla 


tes for a 


bearing 


J value < 


Df 15 000 pounds per square inch. 










Fron 


1 the ta 


Die the bearing value of a 5^" p 


n in a 


1" plate 


for 15 00( 


) pounds 


unit St 


ress is 


84 380 pounds. Therefore the tc 


tal thic 


kness of 


metal re 


cjuired is 


250000 


= 2.96' 


/ 










84 380 




* 










The 


nearest 


commercial size would therefore b 


B 1>^" 


n each si 


de, inclu 


ding web 


and ne 


cessary 


reinforcing plates. 











314 






CAMBRIA STEEL 








DIMENSIONS OF BOLTS AND NUTS. 








Franklin Institute Standard. 




Bolts and Threads. 


Rougli Nuts and Heads. 


, J 


^ 


^ 






1 


•go' 


Cm 


o 


-3* 


4 


o 

1 


t— 1 




1 


it 


1 


II 


1. 

bo 


ll 
1 






Ins. 


No. 


Ins. 


Ins. 


S^. Ins. 


S(i. Ins. 


Ins. 


Ins. 


Ins. 


Ids. 


Tns. 


i 


20 


.185 


.0062 


.049 


.027 


i 


.707 


.577 


i 


^ 


T6 


18 


.240 


.0070 


.077 


.045 


if 


.840 


.686 


A 


ll 




16 


.294 


.0078 


.110 


.068 


H 


.972 


.794 


1 


tt 


A 


14 


.344 


.0089 


.150 


.093 


ii 


1.105 


.902 


A 


*7* 


i 


13 


.400 


.0096 


.196 


.126 


1 


1.238 


1.010 


1 




A 


12 


.454 


.0104 


.249 


.162 


1* 


1.370 


1.119 




6? 


1 


11 


.507 


.0113 


.307 


.202 


ItV 


1.503 


1.227 


1 


\i 


1 


10 


.620 


.0125 


.442 


.302 


H 


1.768 


1.443 


3 


I 


1 


9 


.731 


.0140 


.601 


.420 


lA 


2.033 


1.660 


1 


II 




8 


.837 


.0156 


.785 


.550 


If 


2.298 


1.876 




if 


H 


7 


.940 


.0180 


.994 


.694 


HI 


2.563 


2.093 


11 


II 


li. 


7 


1.065 


.0180 


1.227 


.893 


2 


2.829 


2.309 


H 


1 




6 


1.160 


.0210 


1.485 


1.057 


2A 


3.094 


2.526 


i| 


lA 


ji. 


6 


1.284 


.0210 


1.767 


1.295 


2| 


3.359 


2.742 


H 


lA 


14 


H 


1.389 


.0227 


2.074 


1.515 


2A 


3.624 


2.959 


If 


lA 


ji 


5' 


1.490 


.0250 


2.405 


1.744 


2! 


3.889 


3.175 


i| 


If 


ll 


5 


1.615 


.0250 


2.761 


2.048 


2if 


4.154 


3.392 


Hi 


2* 


4i 


1.712 


.0280 


3.142 


2.302 


3* 


4.420 


3.608 


2^ 


lA 


2i 


4 


1.962 


.0280 


3.976 


3.023 


3J- 


4.950 


4.042 


2^ 


If 


2l 


i' 


2.175 


.0310 


4.909 


3.715 


H 


5.480 


4.475 


2| 


ill 


2f 


4 


2.425 


.0310 


5.940 


4.619 


4 


6.011 


4.908 


2f 


2^ 


3' 


3i 


2.629 


.0357 


7.069 


5.428 


H 


6.541 


5.341 


3 


2A 


3i 


3i 


2.879 


.0357 


8.296 


6.510 


5 


7.071 


5.774 


H 


2| 


3| 


H 


3.100 


.0384 


9.621 


7.548 


5| 


7.602 


6.207 


H 


if 


3| 


a' 


3.317 


.0410 


11.045 


8.641 


5J 


8.132 


6.640 '3| 


4' 


3 


3.567 


.0410 


12.566 


9.993 


6i 


8.662 


7.073 4 


3^ 


H 


2f 


3.798 


.0435 


14.186 


11.329 


U 


9.193 


7.506 ^ 
7.939 '4^ 


4 


4 


21 


, 4.028 


.0460 


15.904 


12.743 


6| 


9.723 


3A 


4| 


4 


i 4.255 


.0480 


17.721 


14.220 


7i 


10.253 


8.372 ;4| 


31 


5 


2| 


j 4.480 


.0500 


19.635 


15.763 


7f 


10.784 


8.8051 5 


3H 


H 


4 


4.730 


.0500 


21.648 


17.572 


8 


11.314 


9.238 5i 


4 


4 


si 


4.953 


.0526 


23.758 


19.267 


^ 


11.844 


9.671 ;5i 


4A 


5| 


2| 


5.203 


.0526 


25.967 


21.262 


8? 


12.375 


10.104 5J 


4| 


6 


2 


5.423 


.0555 


28.274 


23.098' 9| 


12.905 


10.53716 


4A 



CAMBRIA STEEL. 



315 



RULES FOR PROPORTIONS OF BOLTS AND 

NUTS. 

Franklin Institute Standard. 




The dimensions of nuts and bolts are determined by the following 
rules, which apply to both square end hexagon. 

Short diameter of rough nut = li X diameter of bolt -|- | in. 

Short diameter of finished nut = 1 J X diameter of bolt -j- Jg in. 

Thickness of rough nut = diameter of bolt. 

Thickness of finished nut ;= diameter of bolt — -f^ in. 

Short diameter of rough head = 1|- x diameter of bolt -j- ^ in. 

Short diameter of finished head = 1 J X diameter of bolt -(- ^q in. 

Thickness of rough head = ^ of short diameter of head. 

Thickness of finished head = diameter of bolt — -^^ in. 

In 1864, a committee of the Franklin Institute recommended the 
above system of screw threads and bolts which was devised by Mr. 
William Sellers, of Philadelphia. This system as far as it relates to 
screw threads is generally used in the United States, but the propor- 
tions of bolt heads and nuts are not adhered to because the sizes of bar 
required to make the nuts are special and extra work is necessary to 
make the bolt heads. Sizes of nuts and bolt heads in accordance with 
the Manufacturers' Standard 2.xq. given on following pages, Nos. 321, 
322 and 323. 



316 CAMBKIA STEEL. 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND HEXAGON NUTS. 


FRANKLIN INSTITUTE STANDARD SIZES. 

Basis — 1 cubic foot Iron = 480 pounds. 






Lengih under Head to Point. 

Inches. 


Diameter of Bolts in 


Inclies. 


i 


A 


1 


A 


k 


A 


* 


13^ 


4.9 
5.3 


8.2 
8.7 


12.2 
13.0 


17.5 
18.5 


24.0 
25.3 


3L8 
33.5 


41.1 
43.2 


2 
2% 


5.6 
6.0 
6.3 
6.6 


9.2 

9.8 

10.3 

10.8 


13.8 
14.5 
15.3 
16.1 


19.6 
20.6 
21.6 
22.7 


26.7 
28.1 
29.4 
30.8 


35.2 
37.0 
38.7 
40.4 


45.3 
47.5 
49.6 
5L7 


3 
3% 


7.0 
7.3 

7.7 
8.0 


11.4 
11.9 
12.4 
13.0 


16.8 
17.6 
18.4 
19.1 


23.7 

24.8 
25.8 
26.9 


32.1 
33.5 
34.9 
36.2 


42.1 
43.9 
45.6 

47.3 


53.9 
56.0 
58.1 
60.3 


5% 


8.3 

9.0 

9.7 

10.4 


13.5 
14.6 
15.6 
16.7 


19.9 
21.4 
23.0 
24.5 


27.9 
30.0 
32.1 
U.2 


37.6 
40.3 
43.0 

45.8 


49.0 
52.5 
55.9 
69.4 


62.4 
66.6 
70.9 
75.2 


6 

7% 


11.1 
11.7 
12.4 
13.1 


17.8 

18.8 
19.9 
21.0 


26.0 
27.6 
29.1 
30.6 


36.2 
38.3 
40.4 
42.5 


48.5 
51.2 
53.9 
56.7 


62.8 
66.3 
69.7 
73.2 


79.4 
83.7 
87.9 
92.2 


8 

9>^ 


13.8 
14.5 
15.1 
15.8 


22.0 
23.1 
24.2 
25.2 


32.2 
33.7 
35.3 
36.8 


44.6 
46.7 

48.8 
50.8 


59.4 
62.1 
64.8 
67.6 


76.6 
80.1 
83.5 
87.0 


96 5 
100.7 
105.0 
109.2 


10 


16.5 
17.2 
17.9 
18.5 


26.3 
27.4 
28.4 
29.5 


38.3 
39.9 
41.4 
42.9 


52.9 
55.0 
57.1 
59.2 


70.3 
73.0 
75.7 
78.5 


90.4 

93.9 

97.3 

100.8 


113.5 
117.8 
122.0 
126.3 


12 
13>^ 


; ! ! 


30.5 
31.6 
32.7 
33.7 


44.5 
46.0 
47.5 
49.1 


61.3 
63.3 
65.4 
67.5 


81.2 
83.9 
86.6 
89.4 


104.2 
107.7 
111.1 
114.6 


130.5 
134.8 
139.1 
143.3 


14 

15>^ 


. . . 


. . . 


50.6 
52.1 
53.7 
55.2 


69.6 
71.7 
73.8 
75.9 


92.1 

&4.8 

97.5 

100.3 


118.0 
121.5 
124.9 
128.4 


147.6 
151.8 
156.1 
160.4 


■ . . 


• • . 


16 
I6>. 

17X 
18 








77.9 
80.0 
82.1 
81.2 


103.0 
105.7 

108.4 
111.2 

113.9 
116.6 
119.3 
122.1 
124.8 


131.8 
135.3 
138.7 
142.2; 

145.6' 
149.1 
152.5 
156.0 
159.4 


1&4.6 
168.9 
173.1 
177.4 

181.7 
185.9 
190.2 
194.4 
198.7 


















































. . . ! 






. . . 


One inch in length of 100 Bolts. 1 1.36 


2.13 


3.07 


4.18 


5.45 


6.90 


8.52 


To obtain Weights with) oq 
Square Nuts per 100 : Add . / -^"^ 


.41 


.66 


.99 


1.42 


1.96 


2.62 


Weight of one Hexagon Nut . i 
Weight of one Hexagon Head. 1 

Weight of one Square Nut . . i 
Weight of one Square Head. . \ 


.01161 
.0150, 
.0139 
.0173 


.020 
.025 


.031 
.039 


.046 
.057 


.065 
.081 


.088 
.109 


.117 
.144 

.143 

.167 


.024 
.029 


.038 
.045 


.056 
.066 


.079 
.093 


.108 
.126 


All weights are approximate. 1 



OAMBKIA STEEL. 




317 


WBIG-HTS OP 100 MACHINE BOLTS W^ITH 
SQUARE HEADS AND HEXAG-ON NUTS. 


FRANKLIN INSTITUTE STANDARD SIZES. 

Basis — 1 cubic foot Iron = 480 pounds. 




Length under Head io Point. 

Inches. 


Diameter of Bolts in Inches. 1 


i 


1 


1 


li 


li 


If 


u 


i 


64.5 
67.6 


95.2 
99.4 


134 
140 


182 
189 


240 

248 


309 
319 


390 
402 


2 

2K 
2% 


70.6 
73.7 

76.8 
79.8 


103.5 
107.7 
111.9 
116.1 


145 
150 
156 
161 


196 
203 
210 
216 


257 
265 
274 

282 


329 
340 
350 
360 


414 
426 
439 
451 


3 

3% 
3% 


82.9 
86.0 
89.1 
92.1 


120.2 
124.4 
128.6 
132.8 


167 
172 

178 
183 


223 
230 
237 
244 


291 
300 
308 
317 


371 

381 
391 
402 


463 
475 

488 
500 


4 

5K 


95.2 
101.3 
107.4 
113.6 


136.9 
145.3 
153.6 
162.0 


189 
199 
210 
221 


251 
265 
279 

292 


325 
342 
359 
376 


412 
432 
453 
474 


512 
537 
561 
586 


6 


119.7 
125.9 
132.0 
138.1 


170.3 
178.7 
187.0 
195.4 


232 
243 
254 

265 


306 
320 
334 
348 


393 
410 
427 
444 


494 
515 
536 
556 


610 
635 

659 

684 


8 


144 3 
150.4 
156.5 
162.7 


203.7 
212.1 
220.4 

228.8 


276 
287 
298 
308 


361 
375 
389 
402 


461 
478 
495 
513 


577 
597 
618 
639 


709 
733 

758 

782 


10 
30K 


168.8 
174.9 
181.1 

187.2 


237.1 
245.5 
253.8 
262.2 


319 
330 
341 
352 


417 

430 
444 
458 


530 

547 
564 
581 


659 
680 
701 
721 


807 
831 
856 
880 


12 

12K 
13 

133^ 


193.3 
199.5 
205.6 
211.7 


270.5 
278.9 
287.2 
295.6 


363 
374 
385 
396 


472 
486 
499 
513 


598 
615 
632 
649 


742 
762 
783 
804 


905 
929 
954 

978 


14 

15K 


217.9 
224.0 
230.1 
236.3 


303.9 
312.3 
320.6 
329.0 


407 
417 
428 
439 


627 
541 
555 
568 


666 

683 
700 
717 


824 
845 
866 

886 


1003 
1027 
1052 
1077 


16 
16K 

17>^ 


242.4 

248.5 
254.7 
260.8 


337.3 
345.7 
354.0 
362.4 


450 
461 

472 
483 


582 
596 
610 
624 


734 
751 

768 

785 


907 
927 
948 
969 


1101 
1126 
1150 
1175 


18 
19 
20 


266.9 
273.1 

279.2 
285.3 
291.5 

12.27 


370.7 
379.1 

387.4 
395.8 
404.1 


494 
505 
516 
526 
537 

21.82 


637 
651 
665 
679 
693 
27.61 


802 
819 
836 
853 
870 


989 
1010 
1031 
1051 
1072 


1199 
1224 
1248 
1273 
1297 


One inch in length of 100 Bolts . 

To obtain Weights with) 

Square Nuts per 100 : Add . J 

Weight of one Hexagon Nut . 
Weight of one Hexagon Head. 

Weight of one Square Nut . . 
Weight of one Square Head . 


16.70 


34.09 
18.57 


41.25 


49.09 


4.35 


6.72 


9.81 


13.73 


24.42 


31.42 


.190 
.235 


.289 
.357 


.417 
.516 


.579 
.616 


.777 
.962 


1.016 
1.259 


1.299 
1.611 


.234 
.271 


.356 
.412 


.515 
.596 


.716 

.827 


.963 
1.111 


1.260 
1.453 


1.614 
1.860 


All weights are approximate. 



318 


CAMBRIA STEEL. 




WEIGHTS OF 


100 MACHINE BOLTS 


•WITH 


SQUARE HEADS AND NUTS. 






WROUGHT IRON. 




MANUFACTURERS' STANDARD SIZES. 




Basis — Hoopes & Townsend's List, 




Length under Head 
to Point. 

Indies. 


Diameter of Bolt in liiclies. 


i 


T6 


f 


A 


i 


A 


5 3 

8 1 4 


1% 


3.9 


1 
6.2: 9.7 


14.7 


i 20.4 


26.0 


37.0 


58.0 


2 
2% 


4.6 

5.4 


7.2 

8.2 


11.3 
12.9 


16.5 
18.5 


22.4 
25.0 


29.0 
32.2 


39.9 
44.1 


63.2 
69.0 


3 

3>^ 


6.2 
6.9 


9.3 
10.4 


14.5 
16.1 


20.5 
22.6 


27.8 
30.6 


35.4 

38.7 


48.3 
52.5 


75.2 
81.4 


4 


7.6 
8.3 


11.5 
12.6 


17.7 
19.2 


24.7 
26.8 


33.4 
36.2 


42.0 
45.3 


56.7 
60.9 


87.6 
93.8 


5 

5>^ 


9.0 

9.7 


13.7? 20.7 
14.8 22.2 


28.9 
31.0 


89.0 
41.8 


48.6 
51.9 


65.1 
69.2 


100.0 
106.1 


6 


10.4 
U.l 


15.9; 23.7 
17.0 25.2 


33.1 
35.2 


44.6 
47.4 


55.2 
58.5 


73.4 
77 6 


112.2 
118.3 


7 
7^ 


11.8 
12.5 


18.1 26.7 

19.2 28.2 


37.3 
39.4 


50.2 
53.1 


61.8 
65.1 


81.8 
86.0 


124.4 
130.5 


8 
9 


13.2 
14.6 


20.3' 29.7 
22.5^ 33.1 


41.5 
45.7 


56.0 
61.5 


68.5 
75.2 


90.0 
98.0 


136.6 
148.8 


10 
11 

12 
13 

1^ 
15 

16 
17 

18 
19 

20 
21 

22 
23 

24 
25 






36.5 
40.0 

43.5 

47.0 


49.9 
54.1 

58.3 
61.5 


67.0 
72.5 

78.0 
83.5 

89.0 
U.b 

100.0 
105.5 

111.0 
116.5 

122.0 
127.5 


81.9 

88.7 

95.5 
102.3 

109.1 
116.0 

123.0 
130.0 

137.0 
14i.O 

151.0 
158.0 


106.3 
114.6 

12?,. 9 
131.2 

139.5 
148.U 

156.5 
165.0 

173.5 
182.0 

190.5 
198.0 

206.0 
215.0 

224.0 
23:3.0 


161.0 
173.2 

184.4 
196.6 

208.8 
221.0 

233.2 
245.4 

257.6 
269.8 

282.0 
2W.0 

306.0 
318.0 

330.0 
342.0 










. . . 




. . . 


. . . 







































































































CAMBRIA STEEL. 




319 


WEIGHTS OP 


100 MACHINE BOLTS 


WITH 


SQUARE HEADS AND NUTS. 








WROUGHT IRON. 






MANUFACTURERS' STANDARD SIZES. 






Basij 


; — Hoopes & Townsend's List. 






Length under Head 
to Point. 

Inches. 


Diameter of Bolt in Incites. 


i 


1 


n 


li 


If 


1| 


1| 


2 


2 

3 

3K 


98 
106 


145 
153 






. . . 


. . . 


. . . 


. . . 








. . . 






114 
122 


163 
174 


240 
253 


309 
325 


350 
370 


480 
500 










4 
4>^ 


130 

138 


185 
196 


267 
281 


342 
359 


390 
410 


520 
545 


800 
833 


• • • 


5 


147 
155 


207 

218 


295 
309 


376 
394 


430 
450 


570 
595 


866 
900 


1370 
1414 


6 


163 
172 


229 
240 


323 
337 


412 
430 


470 

490 


620 
645 


934 

968 


1458 
1502 


7 
7>^ 


180 

187 


251 

262 


351 

365 


448 
466 


510 
530 


670 
695 


1002 
1036 


1546 
1590 


8 
9 


195 

212 


273 
295 


379 

407 


484 
518 


550 
590 


725 
775 


1070 
1138 


1634 
1722 


10 
11 


229 

246 


317 
339 


435 
463 


552 
586 


630 
670 


825 
875 


1206 
1274 


1810 

1898 


12 
13 


263 

280 


361 
383 


491 
519 


620 
655 


710 
751 


925 
975 


1342 
1410 


1986 
2074 


14 
15 


297 
314 


405 

427 


547 
575 


690 
725 


793 
835 


1025 
1075 


1478 
1548 


2162 
2250 


16 
17 


331 
348 


449 
471 


603 
631 


760 

795 


877 
919 


1125 
1175 


1616 
1684 


2338 
2426 


18 
19 


365 

382 


493 
515 


659 

687 


830 
865 


961 
1003 


1225 
1275 


1752 
1820 


2514 
2602 


20 
21 


399 
416 


537 
559 


715 
743 


900 
935 


1045 
1087 


1325 
1375 


1888 
1956 


2690 
2778 


22 
23 


437 
454 


581 
603 


771 
799 


970 
1005 


1129 
1171 


1425 
1475 


2024 
2092 


2866 
2954 


24 
25 


470 

487 


625 
647 


827 
855 


1040 
1075 


1213 
1255 


1525 
1575 


2160 

2228 


3042 
3130 


Bolts from 1% inches U 
Standard. 


i 2 inches, inclusive, are fitted with nuts i 


nade t( 


5 U.S. 



320 CAMBHIA STEEL. 


WEIGHTS OF 100 ROUND-HEADED RIVETS OR 


ROUND-HEADED BOLTS WITHOUT NUTS. 


WROUGHT IRON. 


Basis — 1 cubic foot Iron = 480 pounds. 


Length under Head to Point. 


Diameter of Rivet in Iiiclies. 


Inches. 


f 


i 


f 


i 


1 


1 


^ 


1 
1^ 


4.7 
5.5 
6.2 
7.0 


9.3 
10.7 
12.1 
13.4 


16.0 
18.1 
20.2 
22.4 


25.2 
28.3 
31.3 
34.4 


37.2 
41.3 
45.5 
49.7 


52.6 
58.0 
63.5 
68.9 


71.3 
78.2 
&5.1 
92.0 


2 
2^ 


7.8 
8.5 
9.3 

10.1 


14.8 
16.2 
17.5 

18.9 


24.5 
26.6 

28.8 
30.9 


37.5 

40.5 
43.6 

46.7 


53.9 
58.0 
62.2 
66.4 


74.4 
79.8 
85.3 
90.7 


9a 9 

105.8 
112.7 
119.6 


3 

i 


10.8 
11.6 
12.4 
13.1 


20.3 
21.6 
23.0 
21.3 


33.0 
35.1 
37.3 
39.4 


49.8 
52.8 
55.9 
59.0 


70.6 
74.7 
78.9 
83.1 


96.2 126.5 
101.6 133.4 
107.1 140.3 
112.6 147.2 


4 

ti 

4M 


13.9 
14.7 
15.4 
16.2 


2.5.7 
27.1 
28.4 
29.8 


41.5 
43.7 
45.8 
47.9 


62.0 
65.1 
68.2 
71.2 


87.3 
91.4 
95.6 
99.8 


118.0 
123.5 
128.9 
134.4 


1.54.1 
161.0 
167.9 
174.8 


5 
5% 


17.0 
17.7 
18.5 
19.3 


31.2 
32.5 
33.9 
35.3 


50.1 
52.2 
54.3 
56.4 


74.3 
77.4 
80.4 
83=5 


104.0 
108.2 
112.3 
116.5 


139.8 
145.3 
150.7 
156.2 


181.7 
188.6 
195.6 
202 5 


6 

6)1 
6% 


20.0 
20.8 
21.6 
22.3 


36.6 
38.0 
39.3 
40.7 


58.6 
60.7 
62.8 
65.0 


86.6 
89.6 
92.7 

95.8 


120.7 

124.8 
129.0 
133.2 


161.6 
167.1 
172.5 
178.0 


209.4 
216.3 
223.2 
230.1 


7 
7K 


23.1 
23.9 
24.6 
25.4 


42.1 

43.4 
44.8 
46.2 


67.1 
69.2 
71.4 
73.5 


98.8 
101.9 
105.0 
108.0 


137.4 
141.6 
145.7 
149.9 


183.5 

188.9 
194.4 
199.8 


237.0 
243.9 
250.8 
257.7 


8 
9>^ 


26.2 
27.7 
29.2 
30.8 


47.5 
50.2 
53.0 
55.7 


75.6 
79.9 
M.l 
88.4 


111.1 
117.2 
123.4 
129.5 


154.1 
162.4 
170.8 
179.1 


205.3 
216.2 
227.1 
238.0 


264.6 
278.4 
292.2 
306.0 


10 


323 

33.8 
35.4 
36.9 
38.4 


58.4 
61.2 
63.9 
66.6 
69.3 


92.-I 

96.9; 

101.2 

105.4 

109.7 


135.6 
141.8 
147.9 
151.1 
160.2 


187.5 
195.8 
204.2 
212.5 
220.9 


248.8' 319.8 
259.8 333.6 
270.7 347.4 
281.6 361.2 
292.5 j 375.0 


One inch in length of 100 Rivets 


3.07 


5.45 


8.52 


12.27 


16.70 


21.821 27.61 


Weight of 100 Pvi vet Heads . . 


1.78 


4.82 9.95 


16.12 


24.29 34.77] 47.67 







CAMBBIA STEEL. 






3S1 


WEIG-HTS AND DIMENSIONS OP BOLT HEADS. 




MANUFACTURERS' STANDARD SIZES. 








Basis— HooPEs & Townsend 


's List 






Diameter 

of 

Bolt. 


Square. 


Hexagon. 


Short 
Diameter. 


Long 
Diameter. 


Thickness. 


Weight 
per 100. 


Short 
Diameter. 


Long 
Diameter. 


Thickness. 


¥eiglit 
per 100. 


Inches. 


Inches. 


Inches, 


Inches. 


Pounds. 


Inches. 


Inches. 


Inches. 


Pounds. 


1 

4 


A 


.619 


A 


1.0 


A 


.505 


A 


.9 


A 


i 


.707 


i 


1.7 


1 


.578 


i 


1.5 


1 


if 


.840 


A 


2.8 


M 


.686 


A 


2.4 


A 


H 


.972 


1 


4.9 


\\ 


.794 


f 


4.3 


i 


2 

4 


1.061 


A 


6.8 


3 

4 


.866 


A 


5.9 


9 


II 


1.193 


i 


9.9 


11 


.974 


\ 


8.6 


1 


If 


1.326 


\\ 


13.0 


15 
T6 


1.083 


1 7 
32 


11.2 


1 


1* 


1.591 


i 


22.0 


U 


1.299 


t 


19.0 


i 


lA 


1.856 


1 


34.8 


lA 


1.516 


1 


33.1 




IJ 


2.122 


f 


54.7 


li 


1.733 


i 


47.4 


H 


If 


2.298 


1 


73.3 


l| 


1.877 


1 


63.5 


H 


If 


2.475 


ij 


95.7 


If 


2.021 


U 


82.9 


i| 


2^ 


3.006 


H 


156.8 


2 


2.309 


If 


132.3 


n 


2| 


3.359 If 


215.4 


2| 


2.743 


1| 


203,5 


ii 


.2i 


3.536 


1^ 


260.3 


2i 


2.888 


11 


244.4 




2| 


3.889 


It 


341.3 


2! 


3.176 


If 


318.4 


Ij 


3 


4.243 


If 


437.4 


3 


3.464 


IJ 


408.2 


2 


3^ 


4.420 


IS 


508.5 


3J 


3.610 


2 


469.9 



322 






CAMBRIA 


STEEL. 




WEIGHTS AND DIMENSIONS OF HEXAGON 










NUTS. 










MANUFACTURERS' STANDARD SIZES, 








Basis— 


HoopEs & Townsend's List. 












Diameter 


Plain. 


Cupped. 


Diameter 
of 


Short 


long 


Thickness. 


of 




















Diameter. 


Diameter. 




Rough 


Weight 


Number 


Weight 


Number 


Bolt. 








Hole. 


per 100. 


in 100. 
Pounds. 


per 100. 


in 100. 
Pounds. 


Inches. 


Inches. 


laches. 


Inches. 


Inches. 


Pounds. 


Pounds. 


i 


i 


.578 


1 

4 


A 


1.3 


7800 


1.2 


8500 


A 


t 


.722 


T% 


A 


2.3 


4440 


2.1 


4790 




1 


.866 


f 


ih 


4.3 


2330 


4.0 


2510 


A 


1.011 


tV 


if 


7.0 


1430 


6.3 


1580 




5 


1.011 


1 


T% 


7.5 


1330 


6.9 


1440 


1 


1 


1.155 


k 


tV 


9.9 


1010 


9.2 


1090 


J 


1 


1.155 


A 


tV 


10.8 


930 


10.2 


980 


A 


1* 


1.299 


A 


i 


13.7 


730 


12.5 


800 


•i " 


1* 


1.299 




T% 


15.9 


630 


15.2 


660 


1 


1* 


1.299 


"a 


A 


17.9 


560 


17.0 


588 


f 


H 


1.444 


^ 


A 


19.5 


514 


18.5 


541 


9 


H 


1.444 


ii 


A 


23.0 


435 


21.7 


460 


4 


H 


1.444 


1. 


H 


22.2 


450 


20.6 


485 


3 


H 


1.588 


S 


li 


26.6 


376 


25.4 


394 


^ 


If 


1.588 


fj 


30.3 


330 


28.8 


347 


■J 


U 


1.733 


fi 


34.5 


290 


32.3 


310 


3 


U 


1.733 


1 


21 
¥2" 


40.0 


250 


37.6 


266 


1 


IJ 


1.733 


g 


2 5 
"3 2" 


37.7 


265 


35.3 


283 


7 
f 


U 


1.733 


1 


2.5. 


45.9 


218 


43.5 


230 


If 


1.877 


i 


^5 


45.3 


221 


42.6 


235 


1 


If 


1.877 






50.8 


197 


47.6 


210 




If 


2.021 




57.5 


174 


53.8 


186 




l| 


2.021 


H 


63.7 


157 


59.5 


168 


u 


2 


2.309 


11 

■'•4 


« 


100.0 


100 


90.9 


110 


1i 

•■■4 


2t 


2.599 


If 


1t6 


138.9 


72 


126.6 


79 




2J 


2.888 


H 


lA 


185.2 


54 


169.5 


59 


2| 


3.176 


* 


Ife 


243.9 


41 


222.2 


45 


1| 


3 


3.464 


i| 


lA 


333.3 


30 


303.0 


33 


13 


H 


3.754 


4 


hi 


408.2 


24J 


370.4 


27 


IJ 


4 


4.043 


2 


nl 


493.8 


20i 


459.8 


21f 


2 


^ 


4.043 


2 


m 


487.8 


20^ 


454.5 


22 


2 


3J 


4.043 


2* 


m 


512.8 


19^ 


487.8 


20J 







( 


lJambria steel 


. 




323 


WEIGHTS AND DIMENSIONS OP SQUARE 








NUTS. 












r 


MANUFACTURERS' STANDARD SIZES 








Basis — 


HooPES & Townsend's List 






Diameter 

of 

Bolt. 


Short 
Diameter. 


tag 
Diameter. 


Thickness. 


Diameter 

of 

Rough 

Hole. 


Plain. 


Cupped. 


Weight 
per 100. 


Number 
in 100 
Pounds. 


Weight 
per 100. 


Number 
in 100 
Pounds. 


Inches. 


Inches. 


Indies. 


Inches. 


Inches 


Pounds. 


Pounds. 


i 


i 


.707 


i 


A 


1.5 


6750 


1.4 


7200 


A 


f 


.884 


A 


A 


2.8 


3540 


2.5 


4000 


1 


3 
4 


1.061 


3 

8 


H 


4.8 


2100 


4.2 


2380 


xV 


7 
8 


1.237 


A 


1 3 
32 


7.5 


1330 


6.8 


1460 


i 


i 


1.237 


i 


A 


8.9 


1120 


8.1 


1230 


h 


1 


1.414 


i 


A 


11.9 


840 


10.8 


930 


9 
16 


1^ 


1.591 


A 


i 


15.4 


650 


14.3 


700 


f 


li 


1.591 


1 


1% 


17.3 


575 


16.1 


620 


f 


H 


1.768 


1 


A 


23.0 


435 


21.1 


475 


1 


H 


1.768 


f 


fi 


27.8 


360 


25.0 


400 


4 


If 


1.945 


s 

4 


fl 


31.7 


315 


29.0 


345 


1 


U 


2.122 


1 


U 


41.0 


244 


37.0 


270 


I 


ij 


2.122 


i 


II 


46.5 


215 


41.7 


240 


i 


i| 


2.298 


i 


II 


55.6 


180 


48.8 


205 


7 
8 


If 


2.475 


7 
8 


II 


61.3 


163 


54.6 


183 


1 


If 


2.475 


1 


1 


70.9 


141 


64.1 


156 


1 


2 


2.828 


1 


i 


95.2 


105 


87.0 


115 


1* 


2 


2.828 


1* 


if 


102.0 


98 


94.3 


106 


1* 


^ 


3.182 


1* 


il 


135.1 


74 


123.5 


81 


H 


H 


3.182 


H 


IrV 


156.3 


64 


142.9 


70 


n 


2i 


3.536 


U 


ItV 


192.3 


52 


175.4 


57 


If 


S| 


3.889 


If 


lA 


250.0 


40 


227.3 


44 


u 


3 


4.243 


H 


lA 


317.5 


31i 


285.7 


35 


If 


3*^ 


4.597 


n 


lA 


454.5 


22 


400.0 


25 


If 


^ 


4.950 


If 


lA 


555.6 


18 


500.0 


20 


ij 


3f 


5.303 


ii 


IH 


666.7 


15 


625.0 


16 


2 


4 


5.657 


2 


HI 


816.3 


12i 


784.3 


12| 



324 




CAMBRIA STEEL 






UPSET 


SCREW ENDS FOR ROUND BARS. 


ift 


^ 




^ 


YMVIYryTYT/ 

1 
j 




VMY 


VMVM 


B 


xM 


^^ 




^11 


1 


1 


siAiAlA 


IJJI 


- 










(.T 




Diameter 

of 

Bar. 


Area 

of 

Body of 


Diameter 

of 
Screw. 


Length 
Upset. 


Area 

at 
Root of 


Number 
of Threads 


Weight 

per Foot 

of 


Add 

for 

Upset. 


Excess of 

Area at Root 
of Thread 
Over that 




Bar. 






Thread. 


per Inch. 


Bar. 


of Body 
of Bar. 








A 




B 


G 












Inches. 


Sq. Ins. 


Inches. 


Inches. 


Sq. Ins. 


Pounds. 


Inches. 


Per Cent. 


i 


.196 


f 


H 


.302 


10 


.668 


6* 


54 


9 


.249 


a 

i 

8 


H 


.302 


10 


.845 


H 


21 




.307 


4* 


.420 


9 


1.043 


bI 


37 


a 


.371 


1 


4} 


.550 


8 

■ 


1.262 


H 


48 


J 


.442 


1 


4* 


.550 


8 


1.502 


H 


25 


If 


.519 


1^ 


4f 


.694 


7 


1.763 


5* 


34 


i 


.601 


H 


4f 


.893 


7 


2.044 


H 


49 


it 


.690 


H 


4? 


.893 


7 


2.347 


4J 


29 


1 


.785 


n 


5 


1.057 


6 


2.670 


5-! 


35 


ItV 


.887 


H 


5 


1.057 


6 


3.014 


4+ 


19 


H 


.994 


n 


i 5 


1.295 


6 


3.379 


4! 


30 


lA 


1.108 


n 


5 


1.295 


6 


3.766 


3f 


17 


u 


1.227 


H 


5} 


1.515 


' 5^ 


4.173 


4* 


23 


lA 


1.353 


if 


H 


1.744 


5 


4.600 


5 


29 


If 


1.485 


If 


4 


1.744 


5 


5.049 


4 


18 


h\ 


1.623 


^ 


5i 


2.048 


1 5 


5.518 


4f 


26 


U 


1.767 


2 


5* 


2.302 


\ U 


6.008 


H 


30 


lA 


1.918 


2 


5* 


2.302 


U 


6.520 


d 


20 


It 


2.074 


2* 


5f 


2.650 


^ 


7.051 


5 


28 


HI 


2.237 


2* 


5f 


2.650 


4^ 

1 


7.604 


H 


18 


If 


2.405 


2^ 


5f 


3.023 


4^ 


8.178 


4f 


26 


ill 


2.580 


2| 


5f 


3.023 


4* 


8.773 


4 


17 


n 


2.761 


21 


6 


3.419 


^ 


9.388 


4i 


24 


Ul 


2.948 


6 


3.715 


4 


10.020 


5 


26 


Lengths of U 


pset End 


s above 


are best adapted 


for use \ 


vith Turnbuckles of 


standard length, s 


ix inches 


between 


heads, as shown o 


n page 3^ 


)0, and with Clevises 


shown on page 33 


2. Leng- 


ths of Up 


set Ends for use ^ 


vith ordi 


nary Right and Left 


Nuts, shown on p 


age 331, 


may be oi 


le inch shorter tha 


n above. 





CAMBRIA STEEL. 



825 



UPSET SCREW ENDS FOR ROUND BARS. 




Diameter 

of 

Bar. 


Area 

of 

Body of 


Diameter 
of 

Screw. 


length 
Upset 


Area 

at 

Root of 


Number 
of Threads 


Weight 

per Foot 

of 


Add 

for 

Upset. 


Excess of 

Area at Root 

of Thread 

Over that 




Bi 






Thread. 


per Inch. 


Bar. 


of Body 


A 




B 


G 




4 






of Bar. 


Inches. 


Sq. Ins. 


Inches. 


Inches. 


Sq. Ins. 


Pounds. 


Inches. 


Per Cent. 


2 


3.142 


^ 


6 


3.715 


10.68 


H 


18 


2,V 


3.341 


^ 


H 


4.155 


4 


11.36 


4f 


24 


2* 


3.547 


u 


6| 


4.155 


4 


12.06 


4 


17 


SA 


3.758 


2! 


6^ 


4.619 


4 


12.78 


^ 


23 


n 


3.976 


2i 
2| 


6* 


5.108 


4 


13.52 


H 


28 


2A 


4.200 


6* 


5.108 


4 


14.28 


H 


22 


21 


4.430 


3 


6* 


5.428 


3^ 


15.07 


^ 


23 


2A 


4.666 


3* 


61 


5.957 


3J 


15.86 


5| 


28 


2* 


4.909 


3J 


6f 


5.957 


H 


16.69 


41 


21 


2t\ 


5.157 


H 


6f 


6.510 


^ 


17.53 


H 


26 


U 


5.412 


H 


^ 


6.510 


18.40 


H 


20 


2H 


5.673 


H 


7 


7.087 


H 


19.29 


5 


25 


^ 


5.940 


3* 


7 


7.087 


^ 


20.20 


H 


19 


2ft 


6.213 


7 


7.548 


H 


21.12 


4| 


22 


2* 


6.492 


^ 


7^ 


8.171 


h 


22.07 


H 


26 


211 


6.777 


H 


7i 


8.171 


H 


23.04 


^ 


21 


3 


7.069 


3| 


71 


8.641 


3 


24.03 


5 


22 


3i 


7.670 


^ 


7* 


9.305 


3 


26.08 


H 


21 


H 


8.296 


4 


7* 


9.993 


3 


28.20 


4f 


20 


H 


8.946 


4* 


7| 


10.706 


3 


30.42 


4J 


20 


^ 


9.621 


4i 


8 


11.329 


2| 


32.71 


4* 


18 


H 


10.321 


4J 


8 


12.743 


2f 


35.09 


H 


23 


3| 


11.045 


4| 


^ 


13.544 


2f 


37.56 


H 


23 


^ 


11.793 


4f 


4 


14.220 


u 


40.10 


5 


21 


4 


12.566 


5 


^ 


15.763 


2^ 


42.73 


5i 


25 



Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 330, and with Clevises 
shown on page 332. Lengths of Upset Ends for use with ordinary Right and Left 
Nuts, shown on page 331, may be one inch shorter than above. 



326 



CAMBRIA STEEL. 



UPSET SCREW ENDS FOR SQUARE BARS. 




Side of 

Square 

Bar. 


irea 

of 

Body of 


Diameter 

of 
Screw. 


Length 

of 
Upset. 


Ajea 

at 

Root of 


Nnmher 
of Threads 


Weight 

per Foot 

of 


Add 

for 

Upset. 


Excess of 

Area at Root 

of Thread 

Over that 




Bar. 






Thread. 


per Inch. 


Bar. 


of Body 








of Bar. 


A 




B 


G 












Inches. 


Sq. Ins. 


Inches. 


Inches. 


Sq. Ins. 


Pounds. 


Inches. 


Per Cent. 


i 


.250 


3 


H 


.302 


10 


.850 


4 


21 


T% 


.316 


1 


4 


.420 


9 


1.076 


5 


33 


* 


.391 


1 


4* 


.550 


8 


1.328 


H 


41 


li 


.473 


1 


4J 


.550 


8 


1.607 


^ 


17 


f 


.563 


u 


42 


.694 


7 


1.913 


u 


23 


1 .s 
T6 


.660 


H 


4| 


.893 


7 


2.245 


5" 


35 


.766 


H 


5 


1.057 


6 


2.603 


5f 


38 


if 


.879 


n 


5 


1.057 


6 


2.989 


4.^ 


20 


1 


1.000 


u 


5 


1.295 


6 


3.400 


4f 


29 


WV 


1.129 


H 


H 


1.515 


5.^ 


3.838 


5* 


34 


U 


1.266 


H 


5j 


1.515 


5* 


4.303 


H 


20 


lA 


1.410 


^ 


H 


1.744 


5 


4.795 


4! 


24 


u 


1.563 


Iff 


U 


2.048 


5 


5.312 


H 


31 


u\ 


1.723 


Iff 


5* 


2.048 


5 


5.851 


4 


19 


1- 


1.891 


2 


5* 


2.302 


^ 


6.428 


22 


lIV 


2.066 


^ 


5| 


2.650 


^ 


7.026 


H 


28 


H 


2.250 


2i 


5? 


2.650 


^ 


7.650 


H 


18 


lA 


2.441 


H 


^ 


3.023 


4i 


8.300 


^ 


24 


1* 


2.641 


4 


6 


3.419 


4* 


8.978 


5 


30 


Hi 


2.848 


2| 


6 


3.419 


4i 


9.682 


4i 


20 


If 


3.063 


2* 


6 


3.715 


4 


10.410 


4^ 


21 


i|* 


3.285 


2? 


6f 


4.155 


4 


11.170 


5 


26 


1^ 


3.516 


2* 


4 


4.155 


4 


11.950 


H 


18 


ift 


3.754 


2f 


4 


4.619 


4 


12.760 


^ 


23 



Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 330, and with Clevises 
shown on page 332. Lengths of Upset Ends for use with ordinary Right and Left 
Nuts, shown on page 331, may be one inch shorter than above. 





CAMBRIA STEEL. 


327 


UI 


>SBT SCREW BIS 


rDS FOR S( 


5UARE BA 


.RS. 


A- 


■ 




■■r 


1 
B 




i_.. 


« 




■~^ lllJiHIwlM 


l)J)J)J)])iJTO 


1 








"V >v^jf >tf >ir >ir w Mr w w w ^ir 

< G 


> 






Side of 
Bar. 


irea 

of 

Body of 


Diameter 

of 
Screw. 


Length 
Upset. 


Area 

at 

Root of 


Number 
of Threads 


Weight 

per Foot 

of 


Add 

for 

Upset. 


Excess of 

Area at Root 

of Thread 

Over that 




Bar. 






Thread. 


per Inch. 


Bar. 


of Body 


















of Bar. 


A 




B 


G 












Inches, 


Sq. Ins. 


Inches. 


Inches. 


Sq. Ins. 


Pounds. 


Inches. 


Per Cent. 


2 


4.000 


^ 


6* 


5.108 


4 


13.60 


5 


28 


hk 


4.254 


^ 


6i 


5.108 


4 


14.46 


H 


20 


H 


4.516 


3 


H 


5.428 


H 


15.35 


4 


20 


2A 


4.785 


3* 


6! 


5.957 


H 


16.27 


5 


24 


n 


5.063 


3* 


6f 


5.957 


3i 


17.22 


4? 


18 


2A 


5.348 


4 


6| 


6.510 


^ 


18.19 


^ 


22 


2| 


5.641 


3| 


7 


7.087 


3i 


19.18 


6? 


26 


SiV 


5.941 


3| 


7 


7.087 


3i 


20.20 


4} 


19 


n 


6.250 


3* 


7 


7.548 


3| 


21.25 


4! 


21 


2A 


6.566 


3| 


7i 


8.171 


3| 


22.33 


4i 


24 


2f 


6.891 


3| 


7| 


8.171 


3| 


23.43 


19 


2ii 


7.223 


3| 


7| 


8.641 


3 


24.56 


4| 


20 


2| 


7.563 


^ 


7J 


9.305 


3 


25.71 


h 


23 


m 


7.910 


4 


7i 


9.305 


8 


26.90 


4j 


18 


^ 


8.266 


4 


7i 


9.993 


3 


28.10 


4! 


21 


m 


8.629 


ii 


7J 


10.706 


3 


29.34 


5 


24 


3 


9.000 


H 


7| 


10.706 


3 


30.60 


^ 


19 


3i 


9.766 


4| 


8 


12.087 


2J 


33.20 


H 


24 


3| 


10.563 


4J 


8 


12.743 


2| 


35.92 


5 


21 


"i 


11.391 


4J 


8i 


13.544 


2| 


38.73 


5 


19 


3i 


12.250 


4i 


8i 


15.068 


2| 


41.65 


5J 


23 


3| 


13.141 


5 


8i 


15.763 


2i 


44.68 


H 


20 


3| 


14.063 


5* 


8f 


16.658 


^ 


47.82 


5 


18 


H 


15.016 


H 


8| 


17.572 


2i 


51.05 


4! 


17 


i 


16.000 


H 


9 


19.267 


3| 


54.40 


51 


20 


Lenj 


jths of Upset Ends above 


are best adapted 


for use with Turn 


buckles of 


standard 


length, six inches between 


heads, as shown o 


n page 330, and wi 


th Clevises 


shown oi 


1 page 332. Lengths of Up 


)set Ends for use \ 


vith ordinary Righ 


t and Left 


Nuts, sh 


own on page 33 L, may be oi 


le inch shorter tha 


n above. 





328 



CAMBKIA STEEL. 



UPSET SOREW ENDS FOR FLAT BARS. 




G -^ ' ^G-H 




Widtii 


TMckness 


Diameter 










of 
Bar. 


of 
Bar. 


of Upset 
of Bar. 


Area 

of 

Bar. 


Area at Root 
of Thread. 


Length of 
Upset of Bar. 


Add for 
Upset of Bar. 


A 


T 


B 


O 




Inches. 


Inches. 


Inches. 


Sq. Inches. 


Sq. Inches. 


Inches. 


Inches. 


2 


1 


2 


2.00 


2.30 


H 


6 


3 


i 


2i 


2.63 


3.023 


U 


\\\ 


3 


1 


^ 


3.0 


3.719 


U 


lU 


3 


H 


21 


3.38 


4.159 


7" 


lu 


3 


\i 


2| 

2| 


3.75 


4.62 


7 


11 


3 


H 


4.13 


4.92 


7 


10 


3 


H 


3 


4.50 


5.43 


7 


10 


4 


3 
4 


2J 


3.00 


3.719 


H 


12f 


4 


i 


2f 


3.50 


4.159 


7 


12 


4 


1 


2! 


4.00 


4.62 


7 


11 


4 


H 


3 


4.50 


5.43 


7 


11 


4 


H 


3^ 


5.00 


6.51 


7i 


11 


4 


H 


H 


5.50 


6.51 


7i 


11 


4 


H 


3J- 


6.00 


7.54 


7k 


10 


4 


If 


U 


6.50 


7.54 


7\ 


10 


4 


ij 


3f 


7.00 


8.64 


74 


9i 


5 


3 
4 


2! 


3.75 


4.62 


7 


11 


6 


J 


3 


4.38 


5.43 


7 


11 


5 


1 


3i 


5.00 


6.51 


7i 


lOJ 


5 


1* 


3- 


5.63 


6.51 


7| 


10* 


5 


u 


3l 


6.25 


7.55 


7\ 


9* 


5 


ll 


3! 


6.88 


8.64 


7\ 


9^ 


5 


u 


3| 


7.50 


8.64 


7J 


n 


5 


If 




8.13 


9.99 






5 


u 


, , 


8.75 


9.99 


, , 


. 


6 


H 


3f 


6.75 


8.64 


i\ 


10 


6 


H 


3f 


7.50 


8.64 


7i 


9 


6 


If 




8.25 


9.99 






6 


1^ 


• • 


9.00 


9.99 


. . 





For dimensions of heads corresponding to different-sized pins, see table of Eye 
Bars on page 329. 

Shortest length of bar permissible on account of method of manufacture is 6' 0" 
center to end. 

The above length is used only for bars having heads 123^" diameter or less. 

When possible lengths of 1' d" are preferred. 



CAMBRIA STEEL. 



829 



STEEL EYE BARS. 




iilll|i|||||||||||llllll!llllllllS~ 



s 



4T 



3 C 



[iiiiiiimi'iiiiiiiiiiiiii 



imnB 



Ak = 



Area of Excess to form one Head = Plane Area of Head — AX. 

Ak = ^^^^ + ^^^ TT R2 -f (4 R2- ~ ) Tan. - .0698 R^B. 
360 , ^ 4 / 



2R -f 



cos = 



3R 



G = 



5Ab 
4A 



^"^•^ 



7.940848 — 10. 
0698 = 8.843855 — 10. 



Width of 

Body of 

Bar. 



Inches. 

2 

2i 

2i 
3 
3 
3 
4 
4 
4 
5 
5 
5 
5 
6 
6 
6 
7 
7 
8 
8 
8 
9 
9 
9 
10 



Minimum 


Diameter 


Thickness. 


of Head of 


of Bar. 


Bar. 


T 


E 


Inches. 


Inches. 




H 




4 




H 


, , 


H 


3 


H 


3 


8 


S 


9 


f 


9J 


3 


10^ 


3 


llj 


3 


Hi 


4 


m 


1 


13 


1 


14 


! 


13J 


14i 


1 


15J 


n 


15J 


if 


17 


1 


17 


1 


18 


1 


19 


1* 


19J 


u 


21J 


H 


22J 


If 


2^ 



Diameter of 
Largest 
Pin Hole. 



Inches. 



4 
5 

H 
5| 

6 



Sectional Area of 

tlie lead on Line 

S— S in Excess of 

that in Body of 

Bar. 



H 
H 
7i 

5| 
7^ 
5| 

f 

7 

9 

10 
101 



33 

u 
(( 
u 

u 
(( 
(( 

u 



40% 



Additional Length of 

Bar Beyond Center 

of Eye Required to 

Form One Head. 



G 



Inches. 



The size of head given is the size of die. The size of finished head will overrun 
this about J". Eye Bars are Hydraulic Forged without the addition of extrane- 
ous metal and without buckles or welds. The heads on Eye Bars are finished of 
the same thickness ** T " as body of bar. 



330 



CAMBRIA STEEL 



TURNBUCEJjES. 
PRESSED WROUGHT IRON. 





The Cleveland City Forge and Iron Co. 



I>iniensions of Bar. 



Diameter 

of Screw. 

B 



Inches. 



¥ 

9 

I 

2^ 
2M 
2% 
2>^ 
2->^ 
2^ 
2% 
3 

3g 
3% 
4 
4^ 

4% 
5 



Diameter 
of Bar. 



Inches. 



I 

T6 
13 

1 

1t^6 

m 
lit 

2tV 
2t\ 
234 
2-^ 
2t% 

213 

3 

3>^ 
3>^ 
3-% 

3% 



and 



% 



-I IB 

1t% 

1% 
1^ 

IH 

113 
-Lis 

2 

2>^ 



2?^ 



Side of 
Square Bar. 



Inches. 



Yi 



1 

1 3 

iS 

ll'k 
ll% 

m 

-^iB 

2 

2>^ 

2>^ 
oil 

2% 
3t^s 
3M 
35l 

q 7 



1>^ 
li^^ 

1% 



L 


T 


A 


E 


F 


H 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


W% 


t"^ 


6 


^\ 


^ 


il 


7>^ 


1 


6 
6 


H 


§ 


7H 




6 


\l 


T^^ 


lj% 


7/« 


1>I 


6 


\% 




h% 


«H 


6 


ItV 


s 


2 


8^8 


ip 


6 


1^4 


2^4 


9 


6 


1t% 


/2 




y% 


hI 


6 


ItV 


2/4 


y% 


!'/« 


6 


1t% 


l| 

1 


40^8 


2^B 

24 


6 
6 


1 


3xV 
3^ 


40^« 




6 


2 


5^ 


3^4 


11^ 


2/^ 


6 


23^ 


m 


4I^/H 


2i^ 


6 


2% 


H 


33^ 


12 


3 


6 


H 


4H 


42^/s 


3t% 

3^4 


6 


2M 




4^ 




6 


2H 


xf 


44^ 




6 


2% 


if 


44 


13^ 


6 


3tV 


M 


5^4 


13^8 


3il 


6 


33^ 


if 


StHt 


14^4 


f/« 


6 


334 


if 


5^4 


J4% 


4i^ 


6 


3/^ 


I3V 


6l^B 


15 


4K 


6 


3-^8 


is 


6% 


15K 


4^4 


6 


11 


7 


16K 
1714 


54 


6 


It^ 


73^ 
9^ 


6 


4^^ 


I/tt 


18 


6 


6 


454 


v>A 


21K 


64 


9 


5 




101^ 


2*2^, 


64 


9 


W^ 


io>^ 


2334 


74 


9 


5% 


2 


11% 


24 


7K 


9 


2K 


12 



G 



Inches. 



P 

Z8 
1 

2 

2>^ 
2^ 
2% 
2>^ 
^ 
3 
3 

3>^ 
34 
33^ 
4 

1^ 

6>| 



Standard Len^hs, 6, 9, 12, 15, 18, 24, 36, 48 and 72 inches between heads (A) for 
all sizes. 

Lengths of Upset Ends shown on pages 324 to 327 are those best adapted for 
use with Turnbuckles of Standard Lengths as above. 

Dimensions E, F, G and H depend upon the specifications of the Bars with 
which the Turnbuckles are to be used. 



CAMBRIA STEEL. 



331 



RIQHT AND LEFT NUTS. 

-G — :tl 




K-TH 



Diam- 


Length 
Upset. 

Gr 


Diameter 

of 

Bar. 


Side of 
Square Bar. 


Length 
Nut. 


Length 
Thread. 


Diam- 
eter 
of 

lex. 
TV 


Weight of 


eter 

of 

Screw. 


One Nut. 


One Nut 

and Two 

Screw 


B 


A 


A 


1. 


T 


Ends. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. 


Pounds. 


Pounds. 












Ordinary 




















Lengths. 










f 


4* 


1 


T6 




lA 


It 


1? 


4i 


4^ 


^1 and 1 


1 and 11 


6 


lA 


IJ 


If 


H 


1* 


4| 


i " if 


J 




H 


1* 


2 


3 


7* 


H 


4J 


if 




H 


If 


2 


3 


7* 
Uf 


^ 


5 


1 "lA 




" if 


7 


^ 


S* 


4| 


H 


5 


U "lA 


1 




7 


If 


2^ 


4| 


llf 
16f 


n 


5i 


H 


lA 


"U 


n 


2A 


2f 


6! 


u 


H 


lA "If 


lA 




7* 


2A 


^1 


«! 


16| 


1* 


^ 


lA 


H 


"lA 


8 


2A 


^^ 


«i 


23A 


^ 


H 


H "lA 
i| "Hi 




8 


2A 


3* 


9| 


23i 


^8 


H 


lA 


"H 


8* 


2* 


3i 


12i 


31* 


^^' 


5f 


If "lit 


lA 




8^ 


2* 


4 


12^ 


3U 


a* 


6 


1* 


"H* 


9" 


2f 


16f 


41 f 


2* 


6 


HI "2 


If 




9 


2! 


16f 


41| 

53: 


2J 


6i 


2A "^ 


m 


"ij 


9^ 


2if 


4 


21i- 


4 


6i 


2A 


lif 




H 


211 


H 


2U 


53i 


6* 


St "2A 


8 


"2A 


10 


3,\ 


^ 


261 


66i 


3 


6* 


2| 


2* 




10 


^A 


4f 


26k 


66i 


55^ 


62 


2r% "2| 


2A 




m 


H 


5 


32 


81 


4 


7 


2H 


2* 




11 


3| 


^ 


38i 


97f 


S| 


7i 


3 


2fl 




lU 


3H 


H 


45 


116 


4 


7i 


3i 




12 

Extra 
Lengths. 


4A 


H 


53^ 


138 




















1 1 
^4 


4f 


i " If 


if 




12 


^8 


2 






1* 


4f 


if 


f 




^ 


H 


2 


4 


n 


li 


4| 


1 " if 


+f 




^ 


If 


2 


4 


9f 


1| 


5 


1 "lA 


* 


" if 


9 


l| 


^S 


6i 


IH 


IJ 


5 


1* "lA 


1 




9 


^ 


'^f 


6i 


15i 


If 


H 


H 


lA 


"1* 


n 


^tV 


Sf 


8f 


21* 


If 


H 


lA "If 


lA 




n 


^tV 


^f 


8f 


2U 


1|- 


H 


^A 


H 


"lA 


10 


^/w 


B* 


12i 


29f 


2 


H 


H "lA 


If 




10 


2A 


3* 


12i 


29| 



For Details ot Upset Ends, see pages 324 to 327. 

Length of Upset Ends for use with Right and Left Nuts may be made one inch 
shorter than the dimensions given in column ** G " above. 



■n- — ^T^r-ilil r- -i\Y 



332 



CAMBRIA STEEL. 



CLEVISES. 




as: 





The Cleveland City Forge and Iron Co. 



-2 ^ 


-CSr^ 


^"§ 




fa/,fe 


hnCi 




C(»< 










«*© 


H^^ 




I> 


A 


B 


Ins. 


Ins. 


ITIS. 


% 


5^ 
5^J 


1^/^ 


% 


w?, 


1 


6 


1% 


1% 


6 


IK 


6^ 


I'A 


2^8 


1% 


7 


2M 

2^4 


Wa 


8 


2^8 

2% 


VA 


8 


2 


9 


B 


W^ 


9 


3^ 


2% 


10 


BK 


10 


3% 


2y 


10 


2/^ 


10 


4 


2^4 


12 


4^ 


2//h 


12 


4}i 


3 


12 


4^2 



Diameter of Pin in Indies. 



1 IMlKl^i 2 2^23^2% 3 31^33^3^' 4 



Diameter I in Inclies. 



3^ 



2% 23^ 2% 3 I . . 
23|i2% 3 jS I . . 
2%;2M3 3^3^ 

'b |3^^3>^ 3>^|3^! . 

.3%,4 k%k%m 

4 143^ 4% 5M! . ■ 
4^4^5M5i|5>^ 

5M^5i^53|5% 
5345^634 



5%63463|6^6% 
6%6%S 



Dimensions to be 

used with Specified 

Diameters I. 



I 

Ins. 

"2% 

3 

S% 
33^ 
S% 
4 



G 



Ins. 



1>^ 
1^ 
1^ 
1% 
2 

4%! 21^ 
4^1 2K 
5M 2% 
5% 3 



6% 



33^ 

4 

4)^ 



F 



Ins. 



JE 
Ins. 

if 
§^ 

% 
il 

1>^ 



Dimension H is usually -^^^ larger than diameter of pin and J is made to suit the 
thickness of the pin plate. The above Clevises are designed for use with medium 
steel rods of 60 000 to 68 000 pounds tensile strength per square inch, having standard 
upsets as shown on pages 324 to 327. «_«_^_^__^__ 

DIMENSIONS OF RIVET HEADS AFTER DRIVING-. 




Height of Head 



Rivet + ^y 



BUTTON HEADS. 

^^ X Diameter of Rivet. Radius of Head 



Diameter of 



COUNTERSUNK HEADS. 

Diameter of Countersunk Head same as Button Head. Angle of Countersink = 
30^. In figuring Clearances for Rivet Heads allow for Heights as follows : ^^" for 
%" rivets, ^'^ for %" rivets. All dimensions in inches. 



CAMBKIA STEEL. 



333 



LENGTH OP RIVETS REQUIRED FOR VARIOUS 

GRIPS INCLUDING AMOUNT NECESSARY 

TO FORM ONE HEAD. 

Grip 





Grip of 

Rivet 

in Inches. 



1 

I 

i 

Ws 

2 

23^ 

2^ 

2^/1 

2>^ 

1 

3 

^% 

3% 
3>^ 
^% 
Z% 

Ws 
4 

ti 

5 

5)^ 
b% 
^Ys 



Diameter of Rivet in Indies. 



lit 

4 



3'/ 

8 



IK 

m 
1% 

ti 

2% 

f4 

2M 

2% 

3 

3>^ 

3M 

3^ 

3^ 

3% 

3% 
4 

4>^ 

% 
^% 

4-^ 
4% 

4% 
5 

tfl 

5^ 
5% 

5^ 

6 

6^ 

63/1 
6^ 

6^ 



¥' 



m 

Ws 
2 

2>^ 
2K 
2% 
23^ 
2-^ 
2% 
2% 

3K 
33/1 
3>^ 
3-% 
3% 
3% 
4 

43^ 
43^ 
451 

53^ 

^% 

5% 
6 

6>^ 

6K 
63/1 
6K 
6>| 
63^ 

7M 



5// 

8 



2)^ 



2= 
2>^ 

2^1 
2j| 
3 
334 

33/^ 

3% 

3-^ 

3M 

3% 

4 

4>^ 

4K 

43/^ 

43^ 

43/1 

1^ 

53^ 
534 

53/^ 

5^/1 

5M 

5% 

6 

63^ 

634 

6>| 



6 

7 

73-8^ 

734 

73/1 

73^ 

7^ 



3// 
4 



1% 

2 

2>^ 

2M 

23/^ 

2K 

2^ 

2% 

3 

SK 
33/1 

3K 

3-% 

3-K 

3% 

4 

4>^ 

434 

43/1 

43^ 
43| 

53^ 
51/i 
53/^ 
5>^ 

6 

63^ 

6^ 

634 

6% 
7 

73/^ 

7% 



8 



2 

2^ 
23^ 
2^ 
2^ 

2% 

3 

33^ 

3M 

33/1 

3K 

3% 
3% 
4 

4>^ 

4K 

43/1 

4>^ 

4^/^ 

4% 

5 

53^ 

5K 

53/1 

i 

53/4 

5J| 

6 

6>^ 

6K 

63/1 

6% 

6?8 

7 

7- 

7^4 
7% 



r/ 



-^ 



2K 

23/1 

23^^ 

2-% 

23/4 

2j| 

3 

3>^ 

3M 

3^ 

^/^ 
3% 

3% 
4 

43^ 
4K 
4% 

4'3l 
4% 

4% 
5 

534 

53/1 

5K 

55/1 

5^ 

5% 

6 

63^ 

634 
63/1 
63^ 
65^ 
6M 
6% 
7 



1 



Amount in Incites t^ fse sntitracted from atiove 
lenjg:t]is for countersunk Heads. 



% 



% 



334 



CAMBRIA STEEL. 



BRIDG-B PINS, NUTS AND PILOT NUTS. 




All Threads 8 per inch. 





Turned 


Diameter 


Short 


Long j 




Nominal 


Diameter 


of 


Diameter 


Diameter 




Diameter 


of Pin. 


Thread. 


of Nut. 


of Nut. 


of Holes 




D 


F 


A 


G in 


Eye Bars. 


Inches. 


Inches. 


Inches. 


Inches. 


Inches. j 




1)^ 
1% 


1/^ 


IK 


2 
21^ 


IPs ' 




2 


lit 


2>^ 


2% 


' +T*IT 


234 


2t^5 


IK 


3 


33^ 


' +T*T7 


2K 


2/b 


2 


3 


3}^ 


' +T^^ 


2^ 


2H 


2 


33^ 


4tV 


' +1*7 


3 


211 


2 


3K 


4tV 


"T xf (T 


3K 
3>| 


3i% 


2K 


4 


1 : 


' +1*7 


3i% 


23^ 
2^^ 


4 


' +T§7 


3^ 


3H 


4K 


5i\ 


' +T*7 


4 


3H 


3 


4>^ 


5t% 


+ TOTT 




4t^^ 


oVo 


5 


5x1 


' +T§7 


4t^s 


3>| 


5 


5-if 


+ T7TT 


M 


4 

4 


53-1 


' +1*7 


f 


5j;\ 


4 


6 


6il 


+ T7ff 


^/tT 


4 


6 


2if : 
73^ 


' +Th 


^ 


51-^ 


4 


63^ 

6.K 


' +1*7 


6 


5f| 


4 


7^ 


+ 1*7 


6^ 


6A 


4 


7 


83^ 
83^ 


+ T*7 


Gt'^ 


4 


7 


+ T77 


6^ 


6M 


4 


7/^ 


8B 
8il 


' + T77 


7 


6ii 


4 


73^ 


+ 1*7 



AIlc 



excess for each eye bar packed on the pin. 



COLD ROLLED STEEL COTTER PINS. 




iAiC4 — Grip fCM- 





Dim elisions of I»iii 


in Incites 


i« 






Diameter of 
Pin. 


D 1 


1^ 1>^ 


1% 2 2>^ 


2^ 2% 3 


33^ 33^ 3M 4 


Diameter of 
Reduced Point. 


P j %^ IVs 


IM 13^ 


1% 2 


2K 2>^| 2% 3 


3>^ 


33^ 3% 


Lengths of 
Ends. 


A , ^ ^ ^i j\ %\ 3^; 3^^ ^ Vs Vs^ %; %; j^ 


Diameter of 
Cottar. 


C j A| 3^ 


1^ 3^: % 5^^ ^ ^ % >^ M; ^ 3^ 



Diameter of 
Pin Hole. 



11! 15191131 01 0509013 Ql'c>5 09013 t \ 

LT7j -Lie| J-TBj J-igj -^TSj ^TB| ^16^ ^17 ^IS^ ^T6| ^TSJ ^16 -±15 



CAMBRIA STEEL. 



335 



LATERAL PINS. 




Rough 
Diameter 

of Pin. 
G 

Inches. 

k 

3 

3K 
3>| 
3% 
4 



Nominal 

Diameter 

of Pin. 


Finished 

Diameter 

of Pin. 


Reduced 
Point. 


Short 

Diameter 

of Nut. 


Long 
Diameter 
of Nut. 


Diameter 

of 
Thread. 


N 


D 


P 


T 


R 


F 


Inches. 


Inches. 


Inches. 


Inches. 


Inchea 


Inches. 


in 

2% 

3 

3K 

3% 

3^/1 


1X6 

1 


1 

IM 

1^ 

314 

3>^ 


2K 

33I 

3K 
3>^ 
4^ 
4^ 
414 


2A 

2>^ 

1 

4t^^ 

1 


1 
1^ 

IK 

2 
2 

2»^ 
2^ 



Diameter 

of 
Cotter Pin. 



Inches. 



D 



G — 



P = N — 1/ 



OOUNTBR AND LATERAL RODS. 
SOLID OR UPSET EYES. 




ROUND BARS 



SQUARE BARS. 




DE 



Diameter 

of 

Bar. 


Diameter 

of Largest 

Head. 


Diameter 

of Largest 

Pin. 


Add 
for One 
Head. 


Side of 

Square 

Bar. 


Diameter 

of Largest 

Head. 


Diameter 

of Largest 

Pin. 


Add 
for One 
Head. 


A 


E 


D 


A 


E 


I> 




Inches. 


Inches. 


Inches. 


Inches, 


Inches. 


Inches. 


Inches. 


Inches. 


1^ 

fx 

2k 


2^ 

4M 

4M 

5 

5 

5% 

5^ 

6 

6K 

8 
8 


1^ 
2^^ 

i^ 

3 

3^ 
334 
33^ 
^3j^ 
4 
4 
4 
4 
4 


9 

18 
16 
20)^ 

20 

21 

193^ 
213^ 
20 

24K 
22^ 

25K 
24 

223^ 


1 
V/i 

¥ 

23^ 

ii 

i 

iM 

13^ 

% 


434 

5 

5>^ 

6 

6 

6^ 
^% 

I^ 

8 
8 

53^ 

5^ 

6 

33^ 

4^ 


m 

2M 

3 
3 
3^4 

3^ 
3^ 

3>^ 

4 

4 

4 

4 

4 

a 

3t% 

3A 
214 
2S 


16 
14 

183^ 
163^ 
18 

18 
16^ 

21 

19>^ 
23 
23 










20 











20 


















.... 


18 



For details of upset screw ends for round and square bars see pages 324 to 327. 



336 



CAMBRIA STEEL. 



COUNTER AND LATERAL RODS. 
LOOP WELDED EYES. 

inhlhiiili'ir I ( -t^" jyvr/ 

K-2D- 




Additional length of bar beyond center oi 
round bars. 


" pin required 


to make eye i 


or square or 


Diameter 
or Side 


Oiameter of Pin in Inclies. 


of Bar. 
Inches. 


% 


1 


IM IK 


1% 


2 


2K 


23^ 


s% 


3 


3M 


1 
1 

W 

If 

U 


5f 
6f 


Ik 
8 


8J 
9 

10 


9J 
10 

lOi 
lOf 

lU 
111 

12i 


9J 
10 
lOi 
lOf 

lU 

111 

12i 
12| 

13| 
13i 

14 


lOf 

iif 

ill 

13} 

14 
14} 
15 
15} 

16 


\\\ 

12i 
12J 

13i 
13i 
14 

15 

15J 

16 

16f 
18 


12i 
12i 
13i 
13} 

14 
14} 
15 
15} 

16 
16} 
16f 
17i 

17| 
18=. 
18| 
19i 

191 


134 

13i 

14 

14J 

15 
15} 
16 
16} 

16| 
17i 
17| 
18i 

18| 
19i 
19J 

20; 

20f 
21i 
21| 


14 
14} 
15 
15i 

16 

16} 
16| 
17i 

171 

18i 
18| 

19i 

19} 
20i 
20| 
21i 

21| 
22i 
22| 
23i 

23| 


15 
15} 
16 
16} 

16| 
17i 
17f 
I84 

18a 


|| 








19i 


u 


.... 








19J 
?-0 


1l 










a 
2 












20} 

?1 


s 
























21} 

22 


2| 














2i 
















22f 


^1 
















28i 


2^ 


















23} 


2| 
3 


















24| 




















•^4 

24# 


3i 




















25:t 


3 










.... 


.... 


. . . 


.... 


.... 


.... 


25J 



Length in inches beyond center of pin required to form one eye = X. 



Formulae : When — = or < 1 
X = 3.7 [D + A] + 1 

When ^ > 1 
X == 3.7 [D + A] + ^ 



A = Side or Diameter of Bar. 
D = Diameter of Pin. 
Length ot bar including amount required 
to form one eye = E — 3^ C -j- X. 







CAMBBIA 


STEEL. 


337 




COUNTER AND LATERAL RODS. 






LOOP WELDED EYES. 






sif 9 


^^ ' '^ 


.] 


, L- 




k-2D-^t^ X » 


— fi 


^^M 




1 




^V^^ i 


Additional length of bar beyond center of pin required 


to make eye for square or 


round bars. 












Diameter 




Diameter of Pin in Inclies. | 


or Side 
of Bar. 












1 
























Inches. 


3% 


3% 


4 


4)i 


4^ 


4% 


5 


5M 


BK 


5% 


6 


1 


16 


16| 


17| 


18f 


19} 


20} 


21} 


22} 


23i 


2ii 


25i 




m 


m 


18i 


19i 


20 


21 


22 


22f 


23f 


24| 


25f 


1 


16f 


17| 


18f 


ih 


20} 


21} 


22} 


23i 


24i 


25 J- 


26 


m 


18i 


19i 


20 


21 


22 


22| 


23| 


24| 


25| 


26} 


1 


17f 


18f 


19} 


20} 


21} 


22} 


23i 


24i 


25i 


26 


27 


H 


18l 


m 


20 


21 


22 


22f 


23f 


24f 


25| 


26} 


27} 


ij 


18| 


m 


20} 


21} 


22} 


23i 


m 


25| 


26 


27 


28 


i| 


19i 


20 


21 


22 


22f 


23| 


24| 


25| 


26} 


27} 


28} 


1} 


19J 


20J 


21} 


22} 


23i 


24i 


25i 


26 


27 


28 


28f 


If 


20 


21 


22 


22| 


23| 


24| 


25| 


26} 


27} 


28} 


29i- 
29| 


^ 

^ 


20i 


21 i 


22} 


23^ 


24i 


25i 


26 


27 


28 


28| 


21 


22 


22| 


23| 


241 


25| 


26} 


27} 


28} 


29i 


30j 


2 


21i 


22i 


23i 


24i 


25i 


26 


27 


28 


28| 


29f 


30f 


gi. 


22 


23 


23| 


241 


25| 


26} 


27} 


28} 


29} 


30i- 


3ll 


2t 


22* 


23J 


24i 


25i 


26; 


27i 


28 


29 


30 


30| 


31 f 


^ 


23 


24 


25 


25| 


26| 


27| 


28} 


29} 


30} 


Zli 


m 


2J 


23i 


24} 


25} 


26i 


27i 


28i 


29 


30 


31 


32 


32f 


H 


24 


25 


26 


26| 


27f 


28J 


29| 


30} 


31} 


32} 


33i 


2| 

21 


24i 


25} 


26} 


27} 


28i 


29i 


30| 


31 


32 


33 


331 


25i 


26 


27 


28 


28| 


29f 


30| 


31} 


32} 


33} 


34| 


3 


25J 


26} 


27} 


28} 


29i 


30i 


31i 


32i 


33 


34 


35 


H 


26^- 


27 


28 


29 


30 


30f 


311 


32| 


33} 


34} 


35} 


H 


26| 


27f 


28} 


29} 


30} 


3U 


m 


331 


34 


35 


36 


^ 


27r 


281 


29 


30 


31 


31 1 


32J 


33| 


34J 


35} 


36} 


H 


27f 


28| 


29} 


30} 


31} 


32} 


33; 


Ui 


35| 


36 


37 


For a( 


iditiom 


ll length requi 


red to 1 


orm uj 


jset end and d 


etails of same see tables of 


Upset E 


^nds, p< 


ages 324 to 327 


. 








Ford 


etails o 


f Turnbuckles 


, see p; 


ige 330 






Ford 


etails 


r Right and L 


eft Nut 


s, see I 


jage 331. 





338 



CAMBKIA STEEL. 



STANDARD STEEL ^W'lRB NAILS AND SPIKES. 

Sizes, Lengths and Approximate Number per Pound. 



COMMON. 



Diameter. 



B.W.GJ Inches. 



No. 

per 

Pound. 



2d . . . 

3d Fine. 
3d Com, 



54 

IK 14 



15 



4d . , 




5d . 




6d . 




7d . 




8d . 




9d . 




lOd . 




12d . 




16d . 




20d . 




30d . 




40d . 




50d . 




60d . 





IK i 121^ 



2X 
2% 
3 

3X 

3>^ 

4 

4>^ 

5 



123^^ 

113^ 
113^ 
lOM 

9 
9 
8 
6 
5 
4 
3 
2 



.072 



.083 



.102 
.102 
.115 
.115 
.124 
.124 
.148 
.148 
.165 
.203 
.220 
.238 
.259 
.284 



900 



615 



322 

250 

200 

154 

106 

85 

74 

57 

46 

29 

23 

17 

133^ 

lOK 






860 



594 



339 

230 

205 

135 

96 

92 

63 

52 

38 

30 

23 

17 

13J^ 

10)^ 



622 



412 



267 

230 127 
156' 114 

no; 

98 
86 
661 
57 
46 
35 



S MS 



1558 1558 1440 
. . I . .810 
884i 884 . . 



767 

491 

359 

881 317 

74! 214 
58: 195 
42 134 
36 120 



767 
491 
359 
317 
214 
195 
131 
120 
91 
61 



550 



940 

804 
620 
590 
542 
365 
322 



11401000 

675| 660 

567 s 550 

396 366 

260 250 

239 236 

160 157 

148 145 



108 
99 
69 
50 
45 
85 



107 
98 
65 
45 
40 
80 



2d . . . 
3d Fine, 
3d Com , 



4d . 

5d . 

6d . 

7d . 

8d . 

9d . 
lOd . 
12d . 
16d . 
20d . 
SOd . 
40d . 
50d . 
60d . 



f 

h 

2 I 

23^1 

2MI 

3 

3^4 

33^ 

4 

r^ 

5K 
6 

7 

8 

9 

10 
12 



1000 



660 



550 
366 
250 



151 



236! 136 



157 
145 
107 
98 
65 
45 
40 



Barbed 
Oval Head 
Car Nails. 



Light. '■ Heavy. 



260 
134 
119 
85 
75 
58 
55 
43 
39 
31 
27 
21 
18 
15 



164 
103 
91 
73 
65 
51 
45 
38 
34 
26 
23 
17 
14 
13 



. I J . 

bb ..-% bf: ^ 



385 
230 



198 
125 
112 



648 
413 
384 
339 
231 380 



154 
135 

90 



256 256 
226 226 



200 
130 
120 
115 
79 



145 

130 

100 

85 

65 



1930 
1660 
1440 



WIRE SPIKES. 



Diameter. 



jB.W.G. Inches, 

I 



.203 

'.220 
.238 
.2.59 

.284 
.300 
.300 



Ys 



No. 

per 

Pound. 



37 

29 
23 

18 

13 

10 

9 

73^ 
6M 
4^^ 

33| 



MISCELLANEOUS BTEEL WIRE NAILS. 

Approximate Number per Pound. 



.2^ S) 


^1 






l^en^tlis 


-Indies. 






" 






















al- 




A 


1 

4 


3 
8 


J 


i 


f 


7 
8 


1 


4 


33 
33 


1* 


00 


.3S0 
.375 


















97 


% 






. 








. 






27 





.340 




















34 


29 


A 


.313 

.284 
.259 
.238 
.220 
.203 
.180 
.165 
.148 
.134 
.120 
.109 
.095 
.083 
















57 

65 

76 

90 

106 

123 

149 

172 

207 

248 

314 

411 

536 

710 


60 

58 

67 

80 

94 

111 

133 

153 

184 

220 

279 

365 

476 

631 


45 

52 

60 

72 

85 

99 

120 

137 

165 

198 

251 

329 

429 

568 


38 


2 
















44 


3 












100 
120 
141 
164 

200 
229 
276 
333 
418 
548 
714 
947 


87 
104 
121 
141 
171 
197 
236 
283 
359 
469 
613 
811 


50 


4 












60 


5 






. 


211 
247 
299 
345 
414 
496 
628 
822 
1072 
1420 


169 
197 
239 
275 
331 
397 
502 
658 
857 
1136 


71 


6 








8? 


7 








100 


8 








115 


9 








138 


10 






663 

837 

1096 

1429 

1893 


165 


11 






209 


12 






274 


13 






357 


14 




2840 


473 


15 


.072 




3504 


2336 


1752 


1402 


1168 


1001 


876' 778 


701 


584 


16 


.065 


. . . 


4571 


3048 


2280 


1828 


1523 


1305 


1143 1015 


913 


761 


17 


.058 




6233 


4156 


3116 


2495 


2077 


1781 


1558 1385 


1246 


1038 


18 


.049 




8276 


5517 


4138 


3310 


2758 


2364 


2069 1839 


1655 


1379 


19 


.042 




10668 


7112 


5334 


4267 


3556 


2933 


2667 2370 


2133 


1778 


20 


.035 


20000 


15000 


10000 


7500 


6000 


5000 


4400 


3750 3333 


3000 




21 


.032 


23702 


17777 


11850 


8888 


7111 


5926 


5079 


44441 






22 


.028 


30476 


22856 


15237 


11428 


9143 


7618 















11 










I^eiisrtlis 


—Indies. 


B -. 5 
































31- 


«.a 


1! 


2 


^i 


2i 


2| 


3 


3i 


4 


4i 


5 


6 


7 

6 


8 

5 


9 

4^X 


lO 


00 


.380 


23 


20 


18 


16 


15 


14 


12 


10 


9 


8 


7 


4 


% 


.375 


23 


20 


18 


16 


15 


14 


12 


10 


9 


8 


7 


6 


6 


W. 


4 





.340 


25 


21 


19 


17 


16 


15 


13 


11 


10 


9 


8 


7 


5M 


5 


4K 


t'^ 


.313 


32 


28 


25 


23 


21 


19 


16 


14 


13 


11 


10 


8 


7 


6 


b% 


2 


.284 


37 


32 


29 


26 


24 


22 


19 


16 


14 


13 


11 


9 


8 


7 


^Vo 


3 


.259 


43 


38 


34 


30 


28 


25 


22 


19 


17 


15 


13 


11 


10 


8 


7K 


4 


.238 


61 


45 


40 


36 


33 


30 


26 


23 


20 


18 


15 


13 


11 


10 


9 


5 


.220 


60 


53 


47 


42 


39 


35 


30 


26 


24 


21 


18 


15 








6 


.203 


71 


62 


55 


50 


45 


41 


35 


31 


28 


25 


21 


18 








7 


.180 


85 


75 


67 


60 


54 


60 


43 


37 


33 


30 


25 










8 


.165 


98 


86 


76 


69 


62 


67 


49 


43 


39 


35 


29 










9 


.148 


118 


103 


92 


82 


75 


69 


69 


62 


46 


41 












li) 


.134 


142 


124 


110 


99 


90 


83 


Vt 


62 


55 


50 








11 


.120 


179 


lo7 


139 


125 


114 


105 


90 


79 


70 




Wire 


11 


12 


12 


.109 


235 


204 


182 


164 


149 


137 


117 


103 






Gauge. 


13 


.095 
.083 


306 
406 


268 
350 


238 
315 


214 

284 


195 

258 


178 
236 


153 














14 








15 


.072 


600 


438 


389 


350 














00 


3^ 


3M 


16 


.065 


653 


571 


508 
















% 


3M 
33^ 


17 


.058 


890 


779 





















4 


18 


.049 


1182 




















H 


6 


4X 


























2 


■ - 1 


6 


5 


'A 



These approximate numbers are an average only, and the figures given may- 
be varied either way, by changes in the dimensions of heads or points. Brads and 
no-head nails will run more to the pound than table shows, and large or thick- 
headed nails will run less. 



340 




CAMBKIA STEEL. 




CUT STEEL NAILS AND SPIKES. 




Sizes, 


Lengths and Approximate Number per Pound. 


Sizes. 


Length. 
Inches. 


Common. 


CUnch. 


Finishing. 


Casing 
and Box. 


Fencing. 


Spikes. 


2d 


1 


740 


400 


1100 








3d 


IM 


460 


260 


880 








4d 


IK 


280 


180 


530 


420 






5d 


1% 


210 


125 


350 


300 


100 




6d 


2 


160 


100 


300 


210 


80 




7d 


'U 


120 


80 


210 


180 


60 




8d 


2y^ 


88 


68 


168 


130 


52 




9d 


2% 


73 


52 


130 


107 


38 




lOd 


3 


60 


48 


104 


88 


26 




12d 


33^ 


46 


40 


96 


70 


20 




16d 


3K 


33 


3t 


86 


52 


18 


17 


20d 


4 


23 


24 


76 


38 


16 


14 


25d 


43^ 


20 


. . . . 


.... 


.... 


. . . . 




30d 


4>^ 


16K 


. . . 














30 






11 


40d 


5 


12 


. . . 














26 






9 


50d 


5)^ 


10 


. . 














20 






W2 


60d 


6 
6K 

7 


8 


. . . 














16 






6 

5K 
5 


Sizes. 


Length. 
Inches. 


Barrel. 


Light 
Barrel 


Slating. 


Sizes. 


Length. 
Inches. 


Flat Grip. 
Fine. 


Edge Grip. 
Fine. 




Ys 


750 






^ 


1462 






% 


600 


.... 


.... 


. . . 


% 


1300 






Vs 


500 


.... 


.... 


2d 


1 


1100 


960 


2d 


1 


450 


, . . . 


340 


3d 


1% 


800 


750 




^Ys 


310 


400 




4d 


1% 


650 


600 


3d 


M 


280 


304 


280 










1% 


210 


.... 


.... 


Tobacco. 


Brads. 


Shingle. 


4d 
5d 


IK 
1?^ 


190 


224 


220 
180 








130 






6d 


2 


. . • . 


.... 




97 


120 




7d 


2K 


.... 


. ... 


.... 


85 


94 




8d 


2K 


* „ % • 


.... 


.... 


68 


74 


90 


9d 


2M 


.... 


. • • 


.... 


58 


62 


72 


lOd 


3 


. ... 


.... 


.... 


48 


50 


60 


12d 


3K 


.... 


. ... 


.... 


.... 


40 




16d 


3K 


.... 


.... 


.... 


.... 


27 





CAMBRIA STEEL, 



341 



SQUARE BOAT SPIKES. 

Approximate Number in a Keg of 200 Pounds. 



Size. 


I^eiis:tli of ^pike— Indies. 


Inches. 


3 


4 


5 


6 


7 


8 


9 


10 


11 


12 


14 


16 


y^ 


3000 


2375 


2050 


1825 




T% 


1660 


1360 


1230 


1175 


990 


880 














% 


1320 


1140 


940 


800 


650 


600 


525 


475 










TS 








600 


590 


510 


400 


360 


820 


280 






% 








450 


375 


335 

260 


300 
240 


275 
220 


260 
205 


240 
190 


175 










160 















RAILROAD SPIKES. 



Size Measured 


Average 


Quantity of Spikes per Mile of 
Single Track. Ties 2 feet c. to c. 


Rail Used. 


Tinder Head. 


Number per Keg 
of 200 Pounds. 


4 Spikes per Tie. 


Weight per Yard. 


Inches. 


Pounds. 


Kegs. 


Pounds. 


5KX% 


300 


7040 


35i 


75 to 100 


% X T% 


375 


5870 


29M 


45 " 75 


5 Xx% 


400 


5170 


26 


40 *' 56 


5 XK 


450 


4660 


231^ 


35 " 40 


4>^XK 


530 


3960 


20 


30 " 35 


4 XK 


600 


3520 


17% 


25 " 35 


43^X/s 


680 


3110 


15K 


20 " 30 


4 Xx'^ 


720 


2910 


14^ 


20 '■' 30 


3K X /^ 


900 


2350 


11 


16 " 25 


4 XVs 


1000 


2090 


lOK 


16 " 25 


^KXVs 


1190 


1780 


9 


16 " 20 


3 XVs 


1240 


1710 


SX 


16 '' 20 


2y2X% 


1342 


1575 


7J^ 


8 *• 16 



342 


CAMBRIA 


STEEL. 




WROUGHT-IRON WELDED STEAM, GAS AND WATER PIPE. 


Table 


OF Standard Sizes and Dimensions by American Tube and 


Iron Co. j 


Kominal 

Inside 

Diameter. 


Actual 

Inside 

Diameter. 


Actual 
Outside 
Diameter. 


Thickness. 


Nominal 

Weight 

per Foot. 


CmCUMFMMCE. 


LENGTH PER SQUARE 
FOOT OF SURFACE. 


Internal. 


External. 


i Inside. 


Outside. 


Inches. 


Inches. 


Inches. 


Inches. 


Pounds. 


Inches. 


Inches. 


Feet. 


Feet. 


% 


.27 


.405 




.07 


.24 


.84 


1.27 


14.15 


9.44 


% 


.36 


.54 




.08 


.42 


1.14 


1.69 


10.50 


7.07 


.49 


.675 




.09 


.56 


1.55 


2.12 


7.67 


5.65 


.62 


.84 




10 


.84 


1.95 


2.65 


6.13 


4.50 


.82 


1.05 




.11 


1.12 


2.58 


3.29 


4.63 


3.63 


1 


1.04 


1.315 




.13 


1.67 


3.29 


4.13 


3.67 


2.90 


^H 


1.38 


1.66 




.14 


2.24 


4.33 


5.21 


2.76 


2.30 


1% 


1.61 


1.9 




.14 


2.68 


5.06 


5.96 


2.37 


2.01 


2 


2.06 


2.375 




.15 


3.61 


6.49 


7.46 


1.84 


1.61 


23^ 


2.46 


2.875 




20 


5.74 


7.75 


9.03 


1.54 


1.32 


3 


3.06 


3.5 




21 


7.54 


9.63 


10.96 


1.24 


1.09 


3}^ 


3.56 


4. 




22 


9.00 


11.14 


12,56 


1.07 


.95 


4 


4.02 


4.5 




23 


10.66 


12.64 


14.13 


.94 


.84 


^}4 


4.50 


5. 




24 


12.34 


14.15 


15.70 


M 


.76 





5.04 


5.56 




25 


11.50 


15.84 


17.47 


.75 


.62 


6 


6.06 


6.625 




28 


18.76 


19.05 


20.81 


.63 


.57 


7 


7.02 


7.625 




30 


23.27 


22.06 


23.95 


.54 


.50 


8 


7.98 


8.625 




32 


28.18 


25.07 


27.09 


.47 


.44 


9 


9.00 


9.625 




34 


33.70 


28.27 


30.43 


.42 


.39 


10 


10.01 


10.75 




36 


40.06 


31.47 


33.77 


.38 


.35 


11 


11. 


11.75 




37 


45. 


34.55 


36.91 


.34 


.32 


12 


12. 


12.75 




37 


49.00 


37.70 


40.05 


.32 


.30 


13 


13.25 


14. 




37 


54.00 


41.62 


43.98 


.29 


.27 


U 


14.25 


15. 




37 


58.00 


44.76 


47.12 


.27 


.25 


15 


15.40 


16. 




28 


66.00 


48.48 


50.26 


.25 


.24 


16 


16.40 


17. 




30 


70.00 


51.52 


53.41 


.23 


.23 


17 


17.30 


18. 




34 


75.00 


54.41 


56.55 


.22 


.21 


Nominal 


Internal 
Area. 


External 
Area. 


Length 


] 


kof 
ireads 


Go 


ntents of 


SOCKETS ON PIPE. | 


Inside 


Containing 


T] 


C 


ne Foot 


Outside 


Length. 


Diameter. 






1 Cubic Foot. 


pe] 


[• Inch. 


in 


Length. 


Diameter. 


Inches. 


Sq. Inches. 


Sq^. Inches. 


Feet. 


Gallons. 


Inches. 


Inches. 


U 


.06 


.12 


2500. 


I 


>7 




.C02 


.60 


.81 


.10 


.22 


1385. 




L8 




.002 


.78 


1.00 


% 


.19 


.35 


751.5 




L8 




.005 


.91 


1.10 


.30 


.55 


472.4 




L4 




.010 


1.10 


1.31 


y^ 


.53 


.86 


270. 




L4 




.023 


1.34 


1.56 


1^ 


.86 


1.35 


166.9 




L13^ 




.040 


1.66 


1.75 


1^4 


1.49 


3.16 


96.25 




Ll^ 




.063 


2.00 


1.^ 


iS 


2.03 


2.83 


70.65 




ax 




.091 


2.28 


2.19 


2 


3.35 


4.43 


42.36 




Ll>2 




.163 


2.81 


2.31 


23^ 


4.78 


6.49 


30.11 




8 




.255 


3.28 


2.70 


3' 


7.38 


9.62 


19.49 




8 




.367 


4.02 


3.00 


3K 


9.83 


12.56 


14.56 




8 




.500 


4.50 


3.12 


4 


12.73 


15.90 


11.31 




8 




.652 


5.10 


3.12 


43^ 


15.93 


19.63 


9.03 




8 




.826 


5.53 


3.12 


5 


19.99 


24.29 


7.20 




8 




1.02 


6.25 


3.70 


6 


28.88 


S4.47 


4.98 




8 




1.46 


7.34 


3.70 


7 


38.73 


45.66 


3.72 




8 




2.00 


8.34 


4.31 


8 


50.03 


58.42 


2.88 




8 




2.61 


9.44 


4.56 


9 


63.6:3 


73.71 


2.26 




8 




3.30 


10.47 


5.75 


10 


78.83 


90.79 


1.80 




8 




4.08 


11.50 


6.25 


11 


95.03 


108.43 


1.50 




8 




4.93 






12 


113.09 


127.67 


1.27 




8 




5.87 


13.78 


6.25 


13 
14 
15 
16 
17 


137.88 
159.48 
187.04 
211.24 
235.61 


153.94 
176.71 
201.06 
226.98 
251.47 


1.04 
.90 
.77 
.68 
.61 




8 
8 
8 
8 
8 


1 
] 


6.89 
8.00 
9.18 
L0.44 
L1J9 









































CAMBRIA STEEL. 343 



MANUFACTURERS' STANDARD 
SPECIFICATIONS, 

Revised to February 6, 1903. 



STRUCTURAL STEEL.. 

PROCESS OF MANUFACTURE. 

1. Steel may be made by either the Open-hearth or Bessemer 
process. 

TESTING AND INSPECTION. 

2. All tests and inspections shall be made at the place of manufac- 
ture prior to shipment. 

TEST PIECES. 

3. The tensile strength, limit of elasticity and ductility, shall be de- 
termined from a standard test piece cut from the finished material. 
The standard shape of the tes piece for sheared plates shall be as 
shown by the following sketch : 



About 3/ o^_J*aTall_eX Sect ion ^ 

I 1*"^ r~ Not less than 9" , ,, I 



^ I ! ! i ^ ^ 



Ab'out 2' 



k- ' About ^1^ 



Piece to be the same thickness as the plate. 

On tests cut from other material the test piece may be either the 
same as for sheared plates, or it may be planed or turned parallel 
throughout its entire length, and in all cases where possible, two op- 
posite sides of the test piece shall be the rolled surfaces. The elon- 
gation shall be measured on an original length of 8 inches, except as 
modified in section 12 paragraph c. Rivet rounds and small bars 
shall be tested of full size as rolled. 

Two test pieces shall be taken from each melt or blow of 
finished material, one for tension and one for bending ; but in case 
either test develops flaws, or the tensile test piece breaks outside of 
the middle third of its gauged length, it may be discarded and another 
test piece substituted therefor. 



344 CAMBRIA STEEL. 



ANNEALED TEST PIECES. 

4. Material which is to be used without annealing or further treat- 
ment shall be tested in the condition in which it comes from the rolls. 
When material is to be annealed or otherwise treated before use, the 
specimen representing such material shall be similarly treated before 
testing. 

MARKING. 

5. Every finished piece of steel shall be stamped with the blow or 
melt number, and steel for pins shall have the blow or melt number 
stamped on the ends. Rivet and lacing steel, and small pieces for pin 
plates and stiffeners, may be shipped in bundles securely wired 
together, with the blow or melt number on a metal tag attached. 



FINISH. 

6. Finished bars shall be free from injurious seams, flaws or cracks, 
and have a workmanlike finish. 



CHEMICAL PROPERTIES. 



7^. Steel for Buildings, 
Train Sheds, 
Highway Bridges and 
similar structures. J 

lb. Steel for 

Railway Bridges. 



1 . 

Maximum Phosphorus .10 per cent. 



[• Maximum Phosphorus .08 per cent. 



PHYSICAL PROPERTIES. 

8. Structural Steel shall be of three grades. Rivet, Railway 
Bridge and MEr3iuM. 

RIVET STEEL. 

9. Ultimate strength, 48,000 to 58,000 pounds per square inch. 
Elastic limit, not less than one-half the ultimate strength. 

, , . 1,400,000 

Percentage of elongation, ultimate strength 

Bending test, 180 degrees flat on itself, without fracture on outside 
of bent portion. 



CAMBRIA STEEL. 345 



STEEL FOR RAILWAY BRIDGES. 

10. Ultimate strength, 55,000 to 65,000 pounds per square inch. 

Elastic limit, not less than one-half the ultimate strength, 

1,400,000 
Percentage of elongation, ultimate strength 

Bending test, 180 degrees to a diameter equal to thickness of piece 
tested, without fracture on outside of bent portion. 

MEDIUM STEEL. 

11. Ultimate strength, 60,000 to 70,000 pounds per square inch. 
Elastic limit, not less than one-half the ultimate strength. 

1,400,000 

Percentage of elongation, ultimate strength 

Bending test, 180 degrees to a diameter equal to thickness of piece 
tested, without fracture on outside of bent portion. 

MODIFICATIONS IN ELONGATION FOR THIN AND 
THICK MATERIAL. 

\2. For material less than -^-^ inch and more than | inch in thick- 
ness, the following modifications shall be made in the requirements 
for elongation : 

a. For each increase of i inch in thickness above J inch, a deduc- 
tion of 1 per cent, shall be made from the specified elongation, except 
that the minimum elongation shall be 20 per cent, for eye-bar mate- 
rial and 18 per cent, for other structural material. 

^. For each decrease of Jg- inch in thickness below -f^ inch, a de- 
duction of 2J per cent, shall be made from the specified elongation. 

c. In rounds of | inch or less in diameter, the elongation shall be 
measured in a length equal to eight times the diameter of section 
tested. 

d. For pins made from any of the before-mentioned grades of 
steel, the required elongation shall be 5 per cent, less than that speci- 
fied for each grade, as determined on a test piece, the center of which 
shall be one inch from the surface of the bar. 

VARIATION IN WEIGHT. 

13. The variation in cross-section or weight of more than 2J per 
cent, from that specified will be sufficient cause for rejection, except 
in the case of sheared plates which will be covered by the following 
permissible variations : 



346 



CAMBRIA STEEL. 



a. Plates 12J pounds per square foot or heavier, up to 100 inches 
wide, when ordered to weight, shall not average more than %\ per 
cent, variation above or 2j per cent, below the theoretical weight. 
When 100 inches wide and over, 5 per cent, above or 5 per cent, below 
the theoretical weight. 

b. Plates under 12J pounds per square foot when ordered to weight, 
shall not average a greater variation than the following : 

Up to 75 inches wide, 2^ per cent, above or 2^ per cent, below the 
theoretical weight. 75 inches wide up to 100 inches wide, 5 per cent, 
above or 3 per cent, below the theoretical weight. When ICO inches 
wide and over, 10 per cent, above or 3 per cent, below the theoretical 
weight. 

c. For all plates ordered to gauge, there will be permitted an 
average excess of weight over that corresponding to the dimensions 
on the order equal in amount to that specified in the following table : 

TABLE OF ALLOWANCES FOR OVERWEIGHT 

FOR RECTANGULAR PLATES WHEN 

ORDERED TO GAUGE. 

PLATES WILL BE CONSIDERED UP TO GAUGE IF MEASURING NOT 

OVER xk INCH LESS THAN THE ORDERED GAUGE. 

THE WEIGHT OF 1 CUBIC INCH OF ROLLED STEEL IS ASSUMED 

TO BE 0.2833 POUND. 





Plates \" 


AND Over in Thickness. 




THICKNESS OF 


¥IDTI or PLATE. 


PLATE. 


Up to 75 Inches. 


75 to 100 Inches. 


Over 100 to 115 Ins. 


Over 115 Inches, 


Inch. 


Per Cent. 


Per Cent. 


Per Cent. 


Per Cent. 


i 
4 


10 


14 


18 




tV 


8 


12 


16 




1 


7 


10 


13 


17 


A 


6 


8 


10 


13 


\ 


5 


7 


9 


12 


1% 


4i 


6i 


8i 


11 


1 


4 


6 


8 


10 


Over 1 


3^ 


5 


6J 


9 



Plates Under \" 


in Thickness. 




THICKNESS OF PLATE. 
Inch. 


WIDTH OF PLATE. 


Up to 50 Inches. 
Per Cent. 


50 to 70 Inches. 
Per Cent. 


Over 70 Inches. 
Per Cent. 


4 ^P to A 


10 

8J 
7 


15 

12J 

10 


20 
17 
15 



CAMBRIA STEEL. 34? 



STRUOTURAIi OAST IRON. 

1. Except when chilled iron is specified, all castings shall be tough 
gray iron, free from injurious cold-shuts or blow-holes, true to pattern, 
and of a workmanlike finish. Sample pieces, one inch square, cast 
from the same heat of metal in sand moulds, shall be capable of sus- 
taining on a clear span of 4 feet 8 inches, a central load of 500 pounds 
when tested in the rough bar. 

SPEOIAL OPEN-HEARTH PLATE AND 
RIVET STEEL. 

TESTING AND INSPECTION. 

1. All tests and inspections shall be made at the place of manufac- 
ture prior to shipment. 

TEST PIECES- 

2. The tensile strength, limit of elasticity and ductility, shall be de- 
termined from a standard test piece cut from the finished material. 
The standard shape of the test piece for sheared plates shall be as 
shown by the following sketch : 

About 3; '0/ Parallel Section _ 
"■' ' Not less than 9' 



I P 1 



:it:f., 



Abiout a' 

i' 



— -■- —About 18' 



Piece to be the same thickness as the plate. 

On tests cut from other material the test piece may be either the 
same as for sheared plates, or it may be planed or turned parallel 
throughout its entire length, and in all cases where possible, two op- 
posite sides of the test piece shall be the rolled surfaces. The elon- 
gation shall be measured on an original length of 8 inches, except as 
modified in section 12 paragraph c. Rivet rounds and small bars 
shall be tested of full size as rolled. 

Four test pieces shall be taken from each melt of finished material, 
two for tension and two for bending; but in case either test develops 
flaws, or the tensile test piece breaks outside of the middle third of 
its gauged length, it may be discarded and another test piece substi- 
tuted therefor. 



348 CAMBRIA STEEL. 



ANNEALED TEST PIECES. 

8. Material which is to be used without annealing or further treat- 
ment shall be tested in the condition in which it comes from the rolls. 
When material is to be annealed or otherwise treated before use, the 
specimen representing such material shall be similarly treated before 
testing. 

MARKING. 

4. Every finished piece of steel shall be stamped with the melt num- 
ber. Rivet steel may be shipped in bundles securely wired together, 
with the melt number on a metal tag attached. 

FINISH. 

5. All plates shall be free from injurious surface defects and have 
a workmanlike finish. 

CHEMICAL PROPERTIES. 

Qa. Flange or Boiler ) Maximum Phosphorus .06 per cent. 



Steel. ) " Sulphur .04 

ixtra Soft and ) <* Phosphorus .04 

Fire Box Steel. ) " Sulphur .04 



PHYSICAL PROPERTIES. 

7. Special Open-hearth Plate and Rivet Steel shall be of three 
grades, Extra Soft, Fire Box and Flange or Boiler Steel. 

EXTRA SOFT STEEL. 

8. Ultimate strength, 45,000 to 55,000 pounds per square inch. 
Elastic limit, not less than one-half the ultimate strength. 
Elongation, 28 per cent. 

Cold and quench bends, 180 degrees flat on itself, without fracture 
on outside of bent portion. 

FIRE BOX STEEL. 

9. Ultimate strength, 52,000 to 62,000 pounds per square inch. 
Elastic limit, not less than one-half the ultimate strength. 
Elongation, 26 per cent. 

Cold and quench bends, 180 degrees flat on itself, without fracture 
on outside of bent portion. 



CAMBRIA STEEL. 349 



FLANGE OR BOILER STEEL. 

10. Ultimate strength, 55,000 to 65,000 pounds per square inch. 
Elastic limit, not less than one-half the ultimate strength. 
Elongation, 25 per cent. 

Cold and quench bends, 180 degrees fiat on itself, without fracture 
on outside of bent portion. 



BOILER RIVET STEEL. 

11. Steel for boiler rivets shall be made of the extra soft grade 
specified in paragraph No. 8. 



MODIFICATIONS IN ELONGATION FOR THIN AND 
THICK MATERIAL. 

12. For material less than -f^ inch and more than | inch in thick- 
ness, the following modifications shall be made in the requirements 
for elongation : 

a. For each increase of ^ inch in thickness above | inch, a deduc- 
tion of 1 per cent, shall be made from the specified elongation. 

b. For each decrease of ^^ inch in thickness below -f^ inch, a de- 
duction of 2 J per cent, shall be made from the specified elongation. 

c. In rounds of | inch or less in diameter, the elongation shall be 
measured in a length equal to eight times the diameter of section 
tested. 



VARIATION IN WEIGHT. 

13. The variation in cross-section or weight of more than 2J per 
cent, from that specified will be sufficient cause for rejection, except 
in the case of sheared plates which will be covered by the following 
permissible variations : 

a. Plates 122" pounds per square foot or heavier, up to 100 inches 
wide, when ordered to weight, shall not average more than 2J per 
cent, variation above or 2J per cent, below the theoretical weight. 
When 100 inches wide and over, 5 per cent, above or 5 per cent, 
below the theoretical weight. 



350 



CAMBKIA STEEL. 



b. Plates under 12J pounds per square foot when ordered to 
weight, shall not average a greater variation than the following : 

Up to 75 inches wide, 2J per cent, above or 2J per cent, below 
the theoretical weight. 75 inches wide up to 100 inches wide, 5 per 
cent, above or 3 per cent, below the theoretical weight. ^Yhen 100 
inches wide and over, 10 per cent, above or 3 per cent, below the 
theoretical weight. 

r. For all plates ordered to gauge, there will be permitted an aver- 
age excess of weight over that corresponding to the dimensions on 
the order equal in amount to that specified in the following table : 



TABLE OF ALLOWANCES FOR OVERWEIGHT 

FOR RECTANGULAR PLATES WTIEN 

ORDERED TO GAUGE. 

PLATES WILL BE CONSIDERED UP TO GAUGE IF MEASURING NOT 
OVER ^l^ INCH LESS THAN THE ORDERED GAUGE. 

THE WEIGHT OF ONE CUBIC INCH OF ROLLED STEEL IS ASSUMED 
TO BE 0.2833 POUND. 



Plates I" and Over in Thickness. 



THICKNESS OF 




WIDTH OF PLATE. 




PLATE. 


Up to 75 Indies. 


75 to 100 Inches. 


Over 100 to 115 Ins. 


Over 115 Inches. 


Inch. 


Per Cent. 


Per Cent. 


Per Cent. 


Per Cent. 


i 


10 


14 


18 


.. 


A 


8 


12 


16 






7 


10 


13 


17 


16" 


6 


8 


10 


13 




5 


7 


9 


12 


A 


4J 


6i 


^ 


11 




4 


6 


8 


10 


Over 1 


3i 


5 


6J 


9 



Plates Under \" in Thickness. 



THICKNESS OF PLATE. 
Inch. 


WIDTH OF PLATE. 


Up to 50 Inches. 
Per Cent. 


50 to 70 Inches. 
Per Cent. 


Over 70 Inches. 
Per Cent 


* up to A 


10 


15 

12J 

10 


20 
17 
15 



CAMBRIA STEEL. 351 



WOODEN BEAMS AND COLUMNS. 

The results of a series of studies of wooden beams and columns of 
various kinds of American timber are contained in the Proceedings of 
the Fifth Annual Convention of the Association of Railway Superin- 
tendents of Bridges and Buildings, October, 1895, at which the Com- 
mittee on Strength of Bridge and Trestle Timbers presented a report, 
portions of which have been used in preparing certain of the tables 
on the following pages, but as noted thereon the arrangement and 
values in many cases have been modified by later information from 
various sources. 

The publications of the Forestry Division of the United States De- 
partment of Agriculture, Bulletins Nos. 8 and 12, and Circular No. 15, 
contain reports of tests of American woods, and deductions drawn 
therefrom. Extracts and tables from these reports are given on the 
following pages. ^ 

The tables of safe loads for wooden beams and tables of strength 
of wooden columns given on the following pages have been specially 
calculated for this book, using the information regarding the proper- 
ties of the various species contained in the reports above referred to, 
as modified in some cases by later data. 

Explanation of the Tables of Safe Loads in Pounds, Uni- 
formly Distributed for Rectangular Wooden Beams 
One Inch Thick, Pages 360 to 365 Inclusive. 
General. 

For convenience in use, three of these tables have been prepared, 
from which the safe loads of the various species can be obtained, 
either directly or by proportion as stated in the footnotes. 

The values given in the tables are the safe loads in pounds uni- 
formly distributed, including the weight of the beam itself, for rectan- 
gular beams one inch thick for spans from four to forty feet and for 
depths from four to twenty-four inches. The safe load for a beam of 
any thickness may be found by multiplying the values given in the 
tables by the thickness of the beam in inches. 

The last column of each of the three Tables of Safe Loads for Rec- 
tangular Wooden Beams gives a coefficient of deflection, by means of 
which the deflection for any beam may be obtained, corresponding to 
the given span and safe load, by dividing the coefficient by the depth 
of the beam in inches, which will give approximately the deflection 
in inches under the given conditions. 



352 CAMBBIA STEEL. 



In each table the deflection coefficient is given for one species of 
wood only as shown, but the deflections for other species may be ob- 
tained from these by proportion as explained hereafter. 

For the reason that wood has no well-defined limit or modulus of 
elasticity the deflections obtained by the use of the coefficients are 
only approximate and will vary, dependent upon the moisture content 
of the wood and the character of the loading. The deflections thus 
obtained are therefore only useful as a general indication of the 
amount of bending to be expected under the given conditions and are 
not exact as in the case of m^aterials like steel, which has a v/ell- 
defined limit and modulus of elasticity."^ 

The safe loads for other species of woods than those stated in the 
headings of the tables may be obtained from those given, by direct 
proportion, dependent upon the ratio of their allowable unit stress as 
compared with that for which the table is figured, as stated in the foot- 
notes at the bottom of the tables. 

* Note. — '' A series of tests, undertaken at the College of Forestry at Cornell 
University, seems to demonstrate that at least in coniferous wood, a definite elastic 
limit for any particular piece can be easily shown, and that it coincides with the 
theoretically calculated elastic limit upon the bases of compression tests and their 
application, according to Neely's formula." 

Explanation of the Table of Safe Loads for Rectangular 

Beams of White Pine, Cedar, Spruce and 

Eastern Fir. 

The various species of woods the values for which are included in 
this table are calculated for an allowable fibre stress, for flexure, of 
700 pounds per square inch. 

The deflection coefficients are given for white pine, and are based 
upon a modulus of elasticity of 1 000 000 pounds per square inch. 

The lower dotted line crossing the table indicates the limits of spans 
for which the deflection will exceed -^^q of the span for the kind of 
wood for which the deflection coefficient is given. For spans below 
the line the safe loads given in the tables will produce a deflection 
greater than j^-^ of the span, while those above the line will produce 
less than this, which is the usual limit of deflection in order to prevent 
cracking of plastered ceilings. Similarly the upper dotted line indi- 
cates the limit of deflection for the kind of wood for which the deflec- 
tion coefficient is given, corresponding to a modulus of elasticity of 



CAMBKIA STEEL. 353 



500 000 pounds per square inch which should be considered in cases 
where the deflection should be more closely limited. 

The coefficients of deflection for Cedar corresponding to moduli of 
700 000 and 350 000 may be obtained by multiplying those of the 
table by JyQ- and ^-^- respectively, and for Spruce and Eastern Fir cor- 
responding to moduli of 1 200 000 and 600 000 by multiplying those of 
the table by | and | respectively. 

The upper full zig-zag line in the table gives the limits of the safe 
loads corresponding to the allowable shearing stress along the neutral 
axis of the beam. The safe loads above the line, which are based 
upon the extreme fibre strains, will produce shearing stresses along 
the axis or with the grain in excess of that allowable, which in the 
case of White Pine and the other woods of this table is 100 pounds per 
square inch. 

The position of this line which indicates the limit of safe loads for 
shearing along the neutral axis was determined by the aid of the fol- 
lowing formula : 

4bds 



W = 



3 



in which 

W = safe load in pounds uniformly distributed, 
d = depth of beam in inches, 
b = breadth of beam in inches. 

s = allowable shear in the direction of the grain in pounds per 
square inch. 

Explanation of the Table of Safe Loads for Rectangular 
Beams of Short-leaf Yellow Pine. 

The table is calculated for an allowable fibre stress, for flexure, of 
1 000 pounds per square inch. 

The deflection coefficients are figured for a modulus of elasticity of 
1 200 000 pounds per square inch, but may be used for olher moduli, 
after obtaining the corresponding coefficients by proportion as hereto- 
fore explained. 

The lower dotted line across the table indicates the limits of spans 
for which the safe load will produce deflections greater than -g-l^ of 
the length of the beam. Values above the line will give less deflec- 
tion than this, and those below will give greater, based on a modulus 



354 CAMBRIA STEEL. 



of 1 200 000 pounds per square inch. Similarly the upper dotted line 
indicates the limit of deflection corresponding to a modulus of elas- 
ticity of 600 000 pounds per square inch. 

The lower full zig-zag line across the table indicates the limiting 
spans and loads based on the allowable intensity of shearing stress 
along the neutral axis of the beam. The values above the lower full 
zig-zag line correspond to shearing stresses greater than the allowable 
stress in the direction of the grain for Short-leaf Yellow Pine, while 
those below the line correspond to shearing stresses less than that 
allowable, which in this case is assumed to be 100 pounds per square 
inch. 

Explanation of Tables of Safe Loads for Rectangular 
Beams of White Oak and Long-leaf Yellow Pine. 

This table is computed for an allov\^able fibre stress of 1 200 pounds 
per square inch, for flexure, and the deflection coefficients are calculated 
for a modulus of elasticity of 1 500 000 pounds per square inch. 

The limit for a deflection of -g-i-g- of the span is indicated by the 
lower dotted zig-zag line on the tables, the values belov/ which cor- 
respond to deflections greater than, and those above to deflections less 
than, the limiting deflections. The upper dotted zig-zag line similarly 
indicates the limits of deflection for a modulus of elasticity of 750 000 
pounds per square inch. 

The lower full zig-zag line indicates the limit of allowable shearing 
stress along the axis corresponding to the allowable intensity, for 
Yellow Pine, of 150 pounds per square inch. 

Similarly the upper full zig-zag line indicates the limits for shear- 
ing along the axis for AVhite Oak based on an allowable intensity of 
200 pounds per square inch. 

BEARING AT POINTS OF SUPPORT. 

Care should be taken in designing to provide sufficient bearing at 
the points of support so that the allowable intensity of compression 
across the grain as given in the tables on pages 357 and 359 is not 
exceeded. 

This may be obtained where necessary by the use of corbels or 
bearing plates of harder wood so arranged as to give a large bearing 
area against the softer beam. 



CAMBRIA STEEIi. 355 



The following statements are made in Bulletin No. 12, U. S. De- 
partment of Agriculture, Division of Forestry : 

RECOMMENDED PRACTICE. 

" Since the strength of timber varies very greatly with the moisture 
contents (see Bulletin 8 of the Forestry Division), the economical 
designing of such structures will necessitate their being separated into 
groups according to the maximum moisture contents in use. 

MOISTURE CLASSIFICATION. 

" Class A (moisture contents, 18 per cent.) — Structures freely exposed 
to the weather, such as railway trestles, uncovered bridges, etc. 

*' Class B (moisture contents, 15 per cent. ) — Structures under roof but 
without side shelter, freely exposed to outside air, but protected from 
rain, such as roof trusses of open shops and sheds, covered bridges over 
streams, etc. 

«* Class C (moisture contents, 12 per cent.) — Structures in buildings 
unheated, but more or less protected from outside air, such as roof 
trusses of barns, enclosed shops and sheds, etc. 

<« Class D (moisture contents, 10 per cent.) — Structures in buildings 
at all times protected from the outside air, heated in the winter, such 
as roof trusses in houses, halls, churches, etc. 

** Pbr long-leaf pine add to all the values given in the tables, except 
those for moduli of elasticity, tension and shearing, for Class B, 15 per 
cent.; for Class C, 40 per cent.; and for Class D, 55 per cent. For the 
other species add to these values, for Class B, 8 per cent.; for Class C, 
18 per cent., and for Class D, 25 per cent." 

Based upon the above classification of structures, the two following 
tables have been figured to facilitate calculations of allowable loads for 
wooden beams and columns. 

PROPORTION OF THE VALUES GIVEN IN THE " TABLES 
OF SAFE LOADS FOR WOODEN BEAMS," PAGES 360 
TO 365 INCLUSIVE, TO BE USED IN ORDER TO 
OBTAIN THE SAFE LOADS FOR THE VARI- 
OUS CLASSES OF STRUCTURES RE- 
FERRED TO ABOVE. 



Classes. 


Yellow Pine. 


All Others. 


Class A 


1.00 
1.15 
1.40 
1.55 


1.00 


Class B 


1.08 


Class C 


1.18 


ClassD 


1.25 



356 



CAMBRIA STEEL, 



SAFETY FACTORS TO BE APPLIED TO THE VALUES 

GIVEN IN THE TABLE OF "STRENGTH OF SOLID 

WOODEN COLUMNS," PAGES 366 AND 367, IN 

ORDER TO OBTAIN THE SAFE LOADS FOR 

THE VARIOUS CLASSES OF STRUCTURES 

REFERRED TO ABOVE. 



Classes. 


Yellow Pine. 


All Others. 


Class A 


0.20 
0.23 
0.28 
0.31 


0.20 


Class B 


22 


Class C 


0.24 


Class D 


0.25 







SPECIFIC GRAVITY AND ^WEIQHT PER FOOT 
FOR VARIOUS KINDS OF TIMBER. 



Name of Wood. 



White Oak 

White Pine 

Southern Long-leaf or Georgia Yellow 

Pine 

Douglas Fir 

Short-leaf Yellow Pine 

Red Pine (Norway Pine) 

Spruce and Eastern Fir 

Hemlock 

Cypress 

Cedar 

Chestnut 

California Redwood 

California Spruce 



Specific 


"Weight per 


Gravity. 


Cubic Foot. 


0.80 


49.94 


0.38 


23.72 


0.61 


38.08 


0.51 


31.84 


0.51 


31.84 


0.50 


31.21 


0.40 


24.97 


0.40 


24.97 


0.46 


28.72 


0.37 


23.10 


0.66 


41.20 


0.39 


24.16 


0.40 


24.97 



Weight per 

Foot, Board 

Measure. 



4.16 
1.98 

3 17 
2.65 
2.65 
2.60 
2.08 
2.08 
2.39 
1.93 
3.43 
2.01 
2.08 



The specific gravities and weights given above are the averages of 
a large number of determinations by various authorities, for woods 
containing less than 15 per cent, of moisture or such as are commer- 
cially known as dry timber. The weights of green or unseasoned 
woods will be from 20 to 40 per cent, greater than those given in the 
above table. 



CAMBRIA STEEL. 



357 



SAFE UNIT STRESSES FOR TIMBER. 
Recommended in Bulletin No. 12, U. S. Department of 

Agriculture. 
Division of Korestry. 

Safe Unit Stresses at 18% Moisture. 



Species. 



Long-leaf Pine (Pinus 

palustris) D 

Short-leaf Pine (Pinus 

echinata) D . , 

White Pine (Pinus stro- 

bus) 

Norway Pine (Pinus res- 

inosa) . . , 

Colorado Pine (Pinus 

ponderosa) 

Douglas Fir (Pseudot- 

suga douglasii) 

Redwood (Sequoia sem- 

pervirens) 

Red Cedar (Juniperus 

virginiana) 

Bald Cypress (Taxodium 

distichum) D 

White Oak (Quercus 

alba) D 



Factor of Safety 



c6 o 



^2 



Lbs. 



1550 
1300 

880 
1090 

980 
1320 
^1440 
1000 
1000 
1200 



• r-l . 



Lbs. 



720000 
600000 
435000 
566000 
444000 
690000 
1226000 
335000 
450000 
550000 






Lbs. 



1.30 
1.30 
1.00 



1.10 
1.25 






IbsT 



1000 
840 
700 
760 
630 
880 
650 
700 
675 
800 



CO f3^ 

-I 



LbJ 



215 

215 

147 

143 

180 

167 

115 

250 

120 

400 
3 



^^ 

CO OS 

I 



Lbs. 



12000 
9000 
7000 



6000 
10000 



^1. 



Lbs. 



125 

100 

75 



60 

200 
4 



The values marked " D " were obtained from experiments made by 
the Forestry Division. The other values were obtained from various 
sources, chiefly the 10th Census Report, but so modified as to give 
results comparable with Forestry Division values. To arrive at true 
average values of strength multiply safe loads by factor of safety given 
in each column. The values for resilience and tensile strength are the 
ultimate values. The former is practically never used in designing. 
The latter is a factor impossible to develop in practice, since the piece 
will always fail in some other way, usually by shearing. 

The crushing strength across the grain in above is based upon a 
crushing of 3 per cent, of the cross sectional height of the piece. 



* This value is certainly too large, 
t '' '' " '' small- 



-Ed. 



358 CAMBBIA STEEL. 


AVERAGE ULTIMATE BREAKING- UNIT 


Kind of Timber. 


Tension. 


With &raiu. 


Across Grain. 


White Oak 


12000 
7000 

12000 
8000 
9000 
8000 
8000 
6000 
6000 
7000 
8500 
7000 


2000 
600 
600 

* 'sob" 

600 
600 


White Pine 


Southern Long-leaf or Georg-ia Yellow Pine 

Douglas Fir 

Short-leaf Yellow Pine , 


Red Pine (Norwav Pine) 


Spruce and Eastern Fir 


Hemlock . 


Cypress ..,..,., 


Cedar .:;;:.;:::.:;:.:.:::;.;; 


Chestnut , 


California Redwood 

California Spruce 




. 




AVERAGE SAFE ALLOWABLE V;rORKING UNIT 


Kind of Timber. 


Tension. 


VitK Grain, 


Across Grain. 


Factor of Safety. 


Ten. 


Ten. 


White Oak 

White Pine 


1200 
700 

1200 
800 
900 
800 
800 
600 
600 
700 
850 
700 


200 
60 
60 

' ' ■ Vo' 

60 
60 


Southern Long-leaf or Georgia Yellow Pine 

Douglas Fir 

Short-leaf Yellow Pine 


Red Pine (Norway Pine) 

Spruce and Eastern Fir 


Hemlock . 

Cypress 


Cedar. .:.:...;.:::::..::::;:: 


Chestnut 


California Redwood. 

California Spruce 








The above tables are based on those recommended by the committee on 
intendents of Bridges and Buildings at their Fifth Annual Convention in October, 
from various sources. 



CAMBRIA STEEL. 



359 



STRESSES, IN POUNDS PER SQUARE INCH. 



Compression 


• 


Transverse. 


Shearing. 


With Grain. 


AcrossGrain. 


Extreme Fibre 
Stress. 


Modulus of 
Elasticity. 


With 
Grain. 




End Bearing. 


Columns Under 
15 Biams. 


Across 
Grain. 


7000 
5500 
7000 
5700 
6000 
5000 


5000 
3500 
5000 
4500 
4500 
4000 
4000 
4000 
4000 
3500 
4000 
4000 
4000 


2000 
700 

1400 
800 

1000 
800 
700 
600 
700 
700 
900 
600 


7000 
4000 
7000 
5000 
6000 
5000 
4000 
3500 
5000 
4000 
5000 
4500 
5000 


1500000 

1000000 

1500000 

1400000 

1200000 

1130000 

1200000 

900000 

900000 

700000 

1000000 

700000 

1200000 


800 
400 
600 
500 
400 


4000 
2000 
5000 

'4000 


6000 
* 5000 


400 
350 


3000 
2500 


6500 


400 
600 
400 


1500 
2000 









STRESSES, IN POUNDS PER SQUARE INCH. 



Compression. 


Transverse. 


Shearing. 


With Grain. 


AcrossGrain. 


Extreme Fibre 
Stress. 


Modulus of 
Elasticity. 


With 
Grain. 


Across 


End Bearing. 


Columns Tinder 
15 Diams. 


Grain. 


Five. 


Five. 


Four. 


Six. 


Two. 


Pour. 


Four. 


1400 
1100 
1400 
1100 
1200 
1000 


1000 
700 

1000 
900 
900 
800 
800 
800 
800 
700 
800 
800 
800 


500 
200 
350 
200 
250 
200 
200 
150 
200 
200 
250 
150 


1200 
700 

1200 
800 

1000 
800 
700 
600 
800 
700 
800 
750 
800 


750000 
500000 
750000 
750000 
600000 
565000 
600000 
450000 
450000 
350000 
500000 
350000 
600000 


200 
100 
150 
130 
100 


1000 

500 

1250 

* 10*00 


1200 

* idob 


100 
100 


750 
600 


1100 


100 
150 
100 


400 
500 









'* Strength of Bridge and Trestle Timbers" of the Association of Railway Super- 
1895, but the arrangement and values in many cases are now modified by later data 



360 


CAMBRIA STEEIi. 














SAFE LOAD IN POUNDS 








FOR RECTANGULAR 








OF ^WHITE 


PINE, CEDAR 




Allowable fibre stress 700 pounds per square inch safety factor 6. 




Safe loads for other factors of safety may be obtained 


as follows : 


Span 


Deptli of Beam in liiclies. 


Deflection 
Coefficientfw 


in 
























White Pine. 


Feet. 


4 


5 


6 


7 


8 


9 


10 


11 


12 


13 


14 


V 


4 
5 
6 

7 
8 
9 


311 
249 

207 


486 
389 
324 


700 


953 


1244 


1575 
1260 


194i 
1556 


2352 

1882 


2800 
2240 

1867 


3286 

2629 

2191 

"1878 


3811 
3049 
2541 
2178 
1906 


.34 

.53 

.76 

1.03 

1.34 

1.70 


560 


1 762 i 996 


467 
400 


635! 830 


1050 
' 900 


1296 

nil 


1569 


"178; 278 


544 
476 
423 


711 
622 
553 


1344 1600 
; 1176 1400 


156 
138 


243; 350 

216; 311 

■ >■■ 


788 
700 


972 


1643 
1460 


864 


1046 ; 1244__ 


1694 


10 


124 


194 


280 


; 381 


498 


630 


778 


941 


1120 


I 1314 


1524 


2.10 


11 


113 


177 


255 


346.' 453 


573 


707 


856 


1018 


1195 


i 1386 


2.54 


12 


103 


162 


233 


318; 415 


525 


618 


784 


933 


1095 


1270 


3.02 


13 


96 


150 


215 


293 


383 


' 485 


598 


724 


862 


1011 


1173 


3.55 


14 


89 


139 


200 


272 


356 


__4_50__ 


556 


672 


800 


939 


1089 


4.12 


15 


83 


130 


187 


254 


332 


420 


519 


627 


747 


876 


1016 


4.73 


16 


78 


122 


175 


238 


311 


394 


■"486":' 588 


700 


821 


953 


5.38 


17 


73 


114 


165 


224 


293 


371 


458 J 554 


659 


773 


897 


6.07 


18 


69 


108 


156 


212 


277 


350 


432 


523 ; 622 


730 


847 


6.80 


19 


65 


102 


147 


201 


262 


332 


409 


495 ; 589 


692 


802 


7.58 


20 




97 


140 


191 


249 


315 


389 


471 


560 


657 


762 


8.40 


21 




93 


133 


182 


237 


300 


370 


448 


533 


■■626" 


726 


9.26 


22 




88 


127 


173 


226 


286 


354 


428 


509 


597 


693 


10.16 


23 




85 


122 


166 


216 


274 


338 


409 


487 


572 


663 


11.11 


24 






117 


159 


207 


263 


324 


392 


467 


548 


635 


12.10 


25 






112 


152 


199 


252 


311 


876 


448 


526 


610 


13.13 


26 






108 


147 


191 


242 


299 


362 


431 


506 


586 


14.20 


27 






104 


141 


184 


233 


288 


349 


415 


487 


565 


15.31 


28 






100 


136 


178 


225 


278 


336 


400 


469 


544 


16.46 


29 






97 


131 


172 


217 


268 


325 


386 


453 


526 


17.66 


30 






93 


127 


166 


210 


259 


314 


373 


438 


508 


18.90 


31 






90 


123 


161 


203 


251 


304 


361 


424 


492 


20.18 


32 






88 


119 


156 


197 


243 


294 


350 


411 


476 


21.50 


33 






85 


115 


151 


191 


236 


285 


339 


398 


462 


22.87 


34 








112 


146 


185 


229 


277 


329 


387 


448 


24.28 


35 








109 


142 


180 


222 


269 


320 


376 


436 


25.73 









CAMBRIA 


STEEL. 






361 


UNIFORMLY DISTRIBUTED 










BEAMS ONE INCH THICK 












AND SPRUCE OR EASTERN FIR. 








Modulus of rupture 4 200 pounds per square 


inch. 










New safe load = 


Safe load from table 


6 
New factor 








Span 


I>eptli of Beam in Indies. 


Deflection 
Coefficientfor 


m 






















White Pine. 


Feet. 


15 


16 


17 


18 


19 


20 


21 


22 


23 


24 


V 


9 
10 
11 
12 
13 
14 

15 
16 


1944 
1750 
1601 


2212 


2498 


2800 
"2520 


3120 
2808 

2552 


3457 
3111 

2828 


3811 
3430 
3118 

' 2858 


4183 
3764 
3422 
3137 

2896 


4571 
4114 
3740 

3428 
3165 


4978 
4480 
4073 
3733 
3446 
3200 


1.70 
2.10 
2.54 
3.02 
3.55 
4.12 

4.73 

5.38 


1991 
1810 


2248 
2044 
1873 
1729 

"ieo'e"' 

1499 

1405 


2291 

2100 

1938 

_1800_ 

1680 
1575 


145811659 


2340 
2160 
2056 

1872 


2593 
2393 
2222 

2074 


1346 
1250 

1167 
1094 


1531; 
1422 

1328 
1244 


2638 
2450 

2287 
2144 


2689 

2510 
2353 


2939 

2743 
2571 


2987 
2800 


1755 


1944 


17 


1029 


1171 


1322 


1482 


1652 


1830 


"20"l8"" 


, 2214 


2420 


2635 


6.07 


18 


972 


1106 


12-19 


1400 


1560 


1728 


1906 


2091 


2286 


2489 


6.80 


19 


921 


1048 


1183 


1326 


1478 


1637 


1805 


1981 


2165 


;J358_ 


7.58 


20 


875 


996 


1124 


1260 


1404 


1556 


1715 


1882 


2057 


2240 


8.40 


21 


833 


948 


1070 


1200 


1337 


1481 


1633 


1793 


1959 


2133 


9.26 


22 


795 


905 


1022 


1145 


1276 


1414 


1559 


1711 


1870 


2036 


10.16 


23 


761 


866 


977 


1096 


1221 


1353 


1491 


1637 


1789 


1948 


11.11 


24 


7291 830 


937 


1050 


1170 


1296 


1429 


1569 


1714 


1867 


12.10 


25 


700! 796 


899 


1008 


1123 


1244 


1372 


1506 


1645 


1792 


13.13 


26 


673 


766 


865 


969 


1080 


1197 


1319 


1448 


1582 


1723 


14.20 


27 


648 


737 


"8'33' 


933 


1040 


1152 


1270 


1394 


1524 


1659 


15.31 


28 


625 


711 


803 


900 


1003 


nil 


1225 


1344 


1469 


1600 


16.46 


29 


603 


687 


775 


869 


; 968 

1 


1073 


1183 


1298 


1419 


1545 


17.66 


30 


583 


664 


749 


840 


936 


1037 


1143 


1255 


1371 


1493 


18.90 


31 


565 


642 


725 


813 


906 


1004 


1106 


1214 


1327 


1445 


20.18 


32 


547 


622 


703 


787 


877 


"972" 


, 1072 


1176 


1286 


1400 


2150 


33 


534 


603 


681 


764 


850 


943 


' 1039 


1141 


1247 


1358 


22.87 


34 


515 


586 


661 


741 


826 


915 


1009 


1107 


1210 


1318 


24.28 


35 


500 


569 


642 


720 


802 


889 


980 


1076 


1176 


1280 


25.73 


36 


486 


553 


624 


700 


780 


864 


953 


1046 


"1143" 


' 1244 


27.22 


37 


473 


538 


608 


681 


759 


841 


927 


1017 


1112" 


1211 


28.75 


38 


460 


524 


592 


663 


739 


819 


903 


991 


1083 


1179 


30.32 


39 


449 


511 


576 


646 


720 


798 


880 


965 


1055 


1149 


31.94 


40 


438 


498 


662 


630 


702 


778 


858 


941 


1029 


1120 


33.60 



362 


CAMBRIA STEEL. 












SAFE LOADS IN POUNDS 








FOB BEOTANGULAR 










OF SHORT-T.F.AP 




Allowable fibre stress 1000 pounds per square inch. Safety factor 6. 




Safe loads 


for oth 


er safety factors ma}- 


be obtained as follows : 


Span 


Oeptti of Beam in Indies. 


Deflection 


in 






















Coefficient. 


Feet. 


4 

444 


5 

694 


6 

10O0_ 


7 

1361 


S 

1778 


9 


10 11 


12 


13 


14 


V 


4 


2250 


i 
2778 ; 3361 


4000 


4694 


5444 


.40 


5 


356 


556 


"(X) 


108'9;i422 


ISijO 


0009 


2689 


j 3200 


1 3756 


4356 


.63 


6 


"q'd'; 463 


667 


907 


1185 


"l505" 


1852 


2241 


2667 


3130 


3630 


.90 . 


/ 

8 
9 

10 
11 
12 


254 
222 
198 

178 
162 
148 


397; 571 


778 


1016 
889 


1286 


' lo87"| 1921 


' 2286 

■2o5o' 

1778 


2683 
2347 


3111 
2722 


1.23 
1.60 
2.03 

2.50 
3 03 
3.60 


347 
309 

U78 
;253 
' 231 


" 500! 68L 


1125 
1000 

900 

818 

"50" 


13-9 


1681 
1494 


444! 605 ; 790 


1235 

1111 

1010 

926 


'20S6";_2420_ 


400 
3&4 
333 


544; 711 


1344 
1222 
1120 


1600 
1455 
1333 


1878 


2178 
1980 


495 
4M 


&16 
593 


1707 
1565 


1815 


13 


137 


214 


308 


419 


547 


692 


855 


1034 


1231 


1444 


1675 


4.23 


14 


127 


198 


286 


389 


508 


643 


"794' 


' 960 


1143 


1341 


1556 


4.eK) 


15 


119 


185 


267 


363 


474 


600 


741 896 


I 1067 


^ 1252 


1452 


5.63 


16 


111 


174 


250 


340 


444 


563 


694 1 840 


■looo" 


1174 


1361 


640 


17 


105 


163 


235 


320 


418 


529 


651 ■ 791 


^1 


1105 


1281 


7.23 


18 


99 


1^ 


299. 


302 


395 


500 


617 


747 


889 


"104"! 1210 


8.10 


19 


94 


146 


211 


287 


374 


474 


585 


708 


842 


S88 


1146 


9.03 


20 


89 


139 


200 


272 


356 


450 


556 


672 


800 


939 


1089 


10.00 


21 


85 


132 


190 


259 


339 


429 


529 


&40 


762 


894 


1037 


11.03 


22 


81 


126 


182 


247 


323 


409 


505 


611 


727 


8M 


990 


12.10 


23 


77 


121 


174 


237 


309 


391 


483 


585 


696 


816 


947 


13.23 


24 




116 


162 


227 


296 


375 


463 ' 560 


667 


782 


907 


14.40 


25 




111 


160 


218 


284 


360 


444 


538 


640 


751 


871 


15.63 


26 




107 


154 


209 


274 


346 


427 


517 


615 


722 


838 


16.90 


27 




103 


148 


202 


263 


333 


412 


498 


593 


695 


807 


18.23 


28 




99 


143 


194 


2M 


321 


397 480 


571 


671 


778 


19.60 


29 






138 


188 


245 


310 


383 ': 4G4 


552 


648 


751 


21.03 


30 






133| 181 


237 


300 


370 448 


533 


626 


726 


22.50 


31 






129| 176 


229 


290 


358 434 


516 


606 


703 


24.03 


32 






125, 170 


222 


281 


347 


420 


500 


587 


681 


25.60 


33 






121! 165 


215 


273 


337 


407 


485 


569 


660 


27.23 


34 






118 160, 


209 


265 


327 


395 


471 


552 


641 


28.90 


35 






114 156 


203 


257 


317 


384 


457 


537 


602 


30.63 


Safe lo£ 


ids for any fibre stress mi 


ly be re 


adily obtainec 


1 from t 


his table by pr 


oportion. 





CAMBRIA STEEL. 




363 


UNIFORMLY DISTRIBUTED, 






BEAMS ONE INCH THICK, 






YELLOW PINE. 






Modul 


us of rupture 6 000 pounds per square inch. 






New safe load = Safe load from table ) 


. 6 


- 






New factor 


Span 


I>epili of Beam in Iticlies 


i* 


Deflection 


m 






















Coefficient. 


Feel. 


15 


16 


17 


18 


19 


20 


21 


22 


23 


24 


V 


9 


2778 


3160 


3568 


4000 


4457 


4938 


5444 


5975 


6531 


7111 


2.03 


10 


25001 2844 


3211 


3600 


4011 


4444 


4900 


5378 


5878 


6400 


2 50 


11 


2273 


2586 ! 2919 


3273 


3646 


4040 


4455 


4889 


5343 


5818 


3.03 


12 


2083 


2370 


" 2076 


"30"00" ! 3343 


3704 


4083 


4481 


4898 


5333 


3.60 


13 
14 

15 
16 
17 

18 
19 

20 


1923 

1786 

1667 
1563 
1471 
1389 
1316 


2188 


2470 
2294 


2769 
2571 


3085 


3419 


3769 


4137 


4521 

4198 

3919 
''367"4" 
3458 
3265 
3094 


4923 
4571 

4267 
"000 
8765 
3556 
3368 


4.23 
4.90 

5.63 
6.40 
7.23 
8.10 
9.03 

10.00 


2032 

1896 
1778 
1673 
1580 
1497 


2865 
2674 


3175 

2963 

2778 


■3555 


' 3841 


2141 

2007 
1889 
1789 
1690 

1606 


2400 
2250 
2118 
2000 

1895 

1800 


3267 
3062 
2882 


3585 
3361 
3163 

2988 


2507 
2359 
2228 
2111 

2006 


2614 
2469 
2339 

2222 


2722 
2579 

2450 


2830 
2689 


125oi 1422 


2939 


3200 


21 


1190! 1354 


1529 


1714 


1910 


2116 


2333 


2561 


2799 


3048 


11.03 


22 


1136 


1293 ! 


1460 


1636 


1823 


2020 


2227 


2444 


2672 


2909 


12.10 


23 


1087 


1237 


"r3%'l 1565 


1744 


1932 


2130 


2338 


2556 


2783 


13.23 


24 


1042 


1185 


1338 


15"00"' 


1671 


1852 


2042 


2241 


2449 


2667 


14.40 


25 


1000 


1138 


1284 


1440 1 1604 


1778 


1960 


2131 


2351 


2560 


15 63 


26 


962 


1094 


1235 


1385 


"l543"»' 1709 


1885 


2068 


2261 


2462 


16.90 


27 


926 


1053 


1189 


1333 


1486 


imi 1815 


1992 


2177 


2370 


18.23 


28 


893 


1016 


1147 


1286 


1433 


1587 


1750 ; 1921 


2099 


2286 


19.60 


29 


862 


981 


1107 


1241 


1383 


1533 


1690 1 1854 


2027 


2207 


21.03 


30 


833 


948 


1070 


1200 


1337 


1481 


1633 


1793 ; 


1959 


2133 


22.50 


31 


806 


918 


1036 


1161 


1294 


1434 


1581 


1735 


1896 ; 2065 


24.03 


32 


781 


889 


1003 


1125 


1253 


1389 


1531 


1681 


1837 


2000 


25.60 


33 


758 


862 


973 


1091 


1215 


1347 


1485 


1630 


1781 


1939 


27.23 


34 


735 


837 


944 


1059 


1180 


1307 


1441 


1582 


1728 


1882 


28.90 


35 


714 


813 


917 


1029 


1146 


1270 


1400 


1537 


1677 


1829 


80.63 


36 


694 


780 


894 


1000 


1114 


1235 


1361 


1494 


1633 


1778 


82.40 


37 


676 


769 


868 


973 


1084 


1201 


1324 


1453 


1589 


1730 


34.23 


38 


658 


749 


845 


947 


1056 


1169 


1289 


1415 


1547 


1684 


36.10 


39 


641 


729 


823 


923 


1028 


1140 


1256 


1379 


1507 


1641 


88.03 


40 


625 


711 


803 


900 


1003 


1111 


1225 


1344 


1469 


1600 


40.00 




Safe loads for beams of California Redwood, ^ 


of above. 





364 



CAMBRIA STEEL. 



SAFE LOADS IN POUNDS 

FOR RECTANGULAR 

OP WHITE OAK AND 

Allowable fibre stress 1 200 pounds per square inch. Safety factor 6. 
Safe loads for other Safety factors may be obtained as follows : 



Span 


1 Deptli of Beam in Indies. 


Deflection 


111 




1 




1 1 


! 


1 




1 






Coefficient. 


Feet. 


i ^ 


5 


1 ^ 


7 


8 


9 


10 


11 


j 12 


13 


14 


V 


4 


533 

427 


833 
667 


:i20o 

°960 
1 800 


1633 

"307 

1089 

933 

817 


2133 

||l707 


1 

1 2700 


3333 


4033 
3227 


4800 
3840 


5633 

4507 
3756 


6533 

5227 
4356 


.38 


5 


i 2160 


1 2667 
1 2222 


.60 


6 


3561 556 


1' B ■ B B • 

i 1422 
1219 

1067 
1 948 


; 1800 


2689 


3200 
2743 


.86 


i 


305 
267 
237 

213 


476. 686 

1 

4171 600 


i 1543 
1350 
1200 

1080 


1905 


! 2305 


3219 

2817 


1 3733 

3267 
1 2904 


1.18 


8 


1667 
1481 

1333 


\2m'\ 2400 


1.54 


9 


370 
333 


533; J26 


1793 
1613 


2133 

1920 


; 2-504 


1.94 


10 


480 


i 
653; 853 


2253 


2613 


2.40 


11 


194 


303 


436 


594; 776 


982 


1212 


1467 


1745 


2048 


2376 


2.90 


12 


178 


278 


400 


544 


711 


J 900 


1111 


1344 


1600 


1878 


2178 


3.46 


13 


164 


256 


369 


503 


656 


831 


J 1026 


1241 


1477 


1733 


2010 


4.06 


14 


152 


238 


343 


467 


610 


771 


"95"; 1152 


1371 


1610 


1867 


4.70 


15 


142 


222 


320 


436 


569 


720 


889 I 107^ 


1280 


1502 


1742 


5.40 


16 


133 


208 


300 


408 


533 


675 


833 


■ 1008 ; 1200 


1408 


1633 


6.14 


17 


125 


196 


282 


381 


502 


635 


784 


949 


1129 


! 1325 


1537 


6.94 


18 


119 


185 


267 


363 


474 


600 


741 


896 


1067 


1252 


1452 


7.78 


19 


112 


175 


253 


344 


449 


568 


702 


849 


1011 


ri86' 


I 1375 


8.66 


20 


107 


167 


240 


327 


427 


540 


667 


807 


960 


1127 


1307 


9.60 


21 


102 


159 


229 


311 


406 


514 


635 


768 


914 


1073 


1244 


10.58 


22 


97 


152 


218 


297 


388 


491 


606 


733 


873 


1024 


1188 


11.62 


23 


93 


145 


209 


284 


371 


470 


580 


701 


835 


980 


1136 


12.70 


24 


89 


139 


200 


272 


356 


450 


556 


672 


800 


939 


1089 


13.82 


25 


85 


133 


192 


261 


341 


432 


533 


615 


768 


901 


1045 


15.00 


26 




128 


185 


251 


328 


415 


513 


621 


738 


857 


1005 


16.22 


27 




123 


178 


242 


316 


400 


494 


598 


711 


835 


968 


17.50 


28 




119 


171 


233 


305 


386 


476 


576 


686 


805 


933 


18.82 


29 




115 


166 


225 


294 


372 


460 


556 


662 


777 


901 


20.18 


30 




111 


160 


218 


284 


360 


444 


538 


&40 


751 


871 


2160 


31 




108 


155 


211 


275 


348 


430 


520 


619 


727 


843 


23.06 


32 






150 


204 


267 


338 


417 


504 


600 


704 


817 


24.58 


33 






145 


198 


259 


327 


404 


489 


582 


683 


792 


26.14 


34 






141 


192 


251 


318 


392 


475 


565 


663 


769 


27.74 


35 






137 


187 


244 


309 


381 


461 


549 


614 


747 


29.40 



Safe loads for beams of Douglas Fir, Red Pine (Norway Pine), Cypress, Chestnut 
and CaUfornia Spruce, y^ of above. 





CAMBRIA STEEL. 


365 


UNIFORMLY DISTRIBUTED, 




BEAMS ONE INCH THICK, 




LONG-LEAF YELLOW PINE. 




Modulus of rupture 7 200 pounds pet square inch. 




New safe load = Safe load from table > 


« 


- 




^ New factor 


Span 


Oeptli of Beam in Indies. 


Deflection 


in 

Feet. 




Coefficient. 
V 


15 


16 


17 


18 


19 


20 


21 


22 


23 


24 


9 

10 
11 

12 


3333 
3000 


3793 
3413 


4281 

3853 

'3503 


4800 
4320 
3927 


5348 


5926 


6533 

5880 


7170 
6453 


7837 
7053 
6412 


8533 
7680 
6982 


1.94 
2.40 
2.90 
3.46 


4813 
4376 


5333 

4848 
4444 


2727 


3103 


5355 
4900 


5867 
5378 


2500 


2844 


"3"ll"! 3600 


4011 


5878 


6400 


13 
14 


2308 
2143 


2626 
2438 


2964 

2752 


3323 ; 


3703 


4103 


4523 


4964 


5426 
5038 


5908 
5486 


4.06 
4.70 


3086 


3438 


3810 : 4200 


4610 


15 
16 


2000 

1875 


2276 
2133 


2569 
2408 


2880 
2700 


3209 
3008 


3556 
3333 


3920 ; 


4302 4702 


5120 


5.40 
6.14 


3675 


4033 


■4433'! 4800 


17 


1765 


2008 


2267 


2541 


2831 


3137 


3459 


3796 


4149 


4518 


6.94 


18 


1667 


1896 


2141 


2400 


2674 


2963 


3267 


3585 


3819 


4267 


7.78 


19 


1579 


1796 


2027 


2274 


2533 


2807 


3095 


3396 


3712 


4042 


8.66 


20 


1500 


1707 


1927 


2160 


2407 


2667 


2940 


3227 


3527 


3840 


9.60 


21 


14291 1625 


1835 


2057 


2292 


2540 


2800 


3073 


3359 


3657 


10.58 


22 


1364; 1552 


1752 


1961 


2188 


2424 


2678 


2933 


3206 


3491 


11.62 


23 


1304 


1484 - 1675 


1878 


2093 


2319 


2557 


2806 


3067 


3339 


12.70 


24 


1250 


1422 


1606 


_1800_ 


2006 


2222 


2450 


2689 


2939 


3200 


13.82 


25 


1200 


1365 


1541 


1728 ; 1925 


2133 


2352 


2581 


2821 


3072 


15.00 


26 


1154 


1313 


1482 


1662 ; 1851 


2051 


2262 


2482 


2713 


2954 


16.22 


27 


1111 


1261 


1427 


1600 


1783 ; 1975 


2178 


2390 


2612 


2844 


17.50 


28 


1071 


1219 


1376 


1543 


1719 


1905 ; 2100 


2305 


2519 


2743 


18.82 


29 


1034 


1177 


1329 


1490 


1660 


1839 I_2028_, 


, 2225 


2432 


2648 


20.18 


30 


1000 


1138 


1284 


1440 


1604 


1778 


1960 \ 2151 


2351 


2560 


21.60 


31 


968 


1101 


1243 


1394 


1553 


1720 


1897 


2082 I 2275 


2477 


23.06 


32 


938 


1067 


1204 


1350 


1504 


1667 


1838 


2017 


2217 ! 2400 


24.58 


33 


909 


1034 


1168 


1309 


1459 


1616 


1785 


1956 


2137 1 2327 


26.14 


34 


882 


1004 


1133 


1271 


1416 


1569 


1729 


1898 


2075 


2259 


27.74 


35 


857 


975 


1101 


1234 


1375 


1524 


1680 


1844 


2013 


2194 


29.40 


36 


833 


948 


1070 


1200 


1337 


1481 


1633 


1793 


1909 


2133 


31.10 


37 


811 


923 


1041 


1168 


1301 


1441 


1589 


1744 


1906 


2076 


32.86 


38 


789 


893 


1014 


1137 


1267 


1404 


1547 


1698 


1856 


2021 


34.66 


39 


769 


875 


988 


1108 


1234 


1368 


1508 


1655 


1809 


1969 


36.50 


40 


750 


853 


963 


1080 


1203 


1333 


1470 


1613 


1763 


1920 


38.40 




Safe loads for beams of Hemlock, y^ of above. 





366 



CAMBRIA STEEL. 



STRENGTH OF SOLID WOODEN COLUMNS OF 
DIFFERENT KINDS OF TIMBER. 



For various values of 



1 = length of column in inches, d = least diameter in inches. 

BASED OX THE FORMULA OF THE U. S. DEPARTMENT OF AGRI- 
CULTURE, DIVISION OF FORESTRY. 

700 4- 15c 



P = Fx 



700 -f 15c 



P =r ultimate strength in pounds per square inch. 
F nr ultimate crushing strength of timber. 

Values of F are those given in table on pages 358 and 359 herein. 



1 
c = — . 

d 



_ 


Ultimate Strengtli in Pounds per Square Inch. 




White Oak and 

Southern Long-leaf 

or Georgia Yellow 

Pine. 


Douglas Fir 
and Short-leaf 
Yellow Pine. 


Red Pine (Norway Pine), 
Spruce and Eastern 
Fir, Hemlock, Cy- 
press, Chestnut, Cal- 
ifornia Redwood and 
California Spruce. 

4000 


Whit« Pine 

and 

Cedar. 


F 


5000 


4500 


3500 


1 
d 

2 


4973 


4475 


3978 


3481 


3 


4940 


4446 


3952 


3458 


4 


4897 


4407 


3918 


3428 


5 


4844 


4359 


3875 


3391 


6 


4782 


4304 


3826 


3347 


7 


4713 


4242 


3770 


3299 


8 


4638 


4174 


3710 


3247 


9 


4558 


4102 


3646 


3190 


10 


4474 


4026 


3579 


3132 


11 


4386 


3948 


3509 


3070 


12 


4297 


3867 


3438 


3008 


13 


4206 


3785 


3365 


2944 


14 


4114 


3703 


3291 


2880 


15 


4022 


3620 


3217 


2815 


16 


3930 


3537 


3144 


2751 


17 


3838 


3455 


3071 


2687 


18 


3748 


3373 


2998 


2624 


19 


3659 


3293 


2927 


2561 



For safety factors for various classes of structures to be used in connection with 
the above table, see p. 356. 



CAMBRIA STEEL. 



367 



STRENGTH OP SOLID "WOODEN COLUMNS OF 
DIFFERENT KINDS OP TIMBER. 

For various values of — 
d 

1 z=z length of column in inches, d z=: least diameter in inches. 

BASED ON THE FORMULA OF THE U. S. DEPARTMENT OF AGRI- 



P = Fx 



700 + 15c 



700 H- 15c + c2 
P = ultimate strength in pounds per square inch. 

1 
F = ultimate crushing strength of timber. c = -r * 

Values of F are those given in table on pages 358 and 359 herein. 





Ultimate Strength in Pounds per Square 


Inch, 




White Oak and 

Southern Long-leaf 

or Georgia Yellow 

Pine. 


Douglas Fir 

and Short-leaf 

Yellow Pine. 


Red Pine (Norway Pine), 
Spruce and Eastern 
Fir, Hemlock, Cy- 
press, Chestnut, Cal- 
ifornia Redwood and 
California Spruce. 

4000 


White Pine 

and 

Cedar. 


F 


5000 


4500 


3500 


1 
d 


3571 


3214 


2857 




20 


2500 


21 


3486 


3137 


2788 


2440 


22 


3402 


3061 


2721 


2381 


23 


3320 


2988 


2656 


2324 


24 


3240 


2916 


2592 


2268 


25 


3162 


2846 


2529 


2213 


26 


3086 


2777 


2469 


2160 


27 


3013 


2711 


2410 


2109 


28 


2941 


2647 


2353 


2059 


29 


2872 


2585 


2298 


2010 


30 


2805 


2524 


2244 


1963 


32 


2677 


2409 


2142 


1874 


34 


2557 


2301 


2046 


1790 


36 


2445 


2200 


1956 


1711 


38 


2340 


2106 


1872 


1638 


40 


2241 


2017 


1793 


1569 


42 


2149 


1934 


1719 


1505 


44 


2063 


1857 


1650 


1444 


46 


1982 


1784 


1586 


1388 


48 


1907 


1716 


1525 


1335 


50 


1835 


1652 


1468 


1285 



For safety factors for various classes of structures to be used in connection with 
the above table, see p. 356. 



368 



CAMBBIA STEEL. 



SPECIFIC GRAVITIES AND "WEIGHTS OF 
VARIOUS SUBSTANCES. 



The Basis for Specific Gravities is Pure Water at 62 Degrees Fah. 

Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 



Average 

Specific Gravity. 

Water = 1. 



Air, atmospheric at 60 degrees F., under pres- 
sure of one atmosphere, or 14-7 pounds per 
square inch, weighs -gx-^th as much as water 

x\luminum 

Anthracite, 1.3 to 1.84; of Penna., 1.3 to 1.?. 

" broken, of any size, loose 

" " moderately shaken 

" " heaped bushel, loose, 77 

to 83 pounds 

" " a ton loose occupies 40 to 

43 cubic feet 

Antimony, cast 

*' native 

Ash, perfectly dry (see note p. 371) 

" American White, dry (see note p. 371) . 

Ashes of soft coal, solidly packed 

Asphaltum, 1 to 1.8 

Brass (copper and zinc), cast, 7-8 to 8.4 

" rolled 

Brick, best pressed 

" common and hard 

" soft inferior 

Brickwork, pressed brick, fine joints 

" medium quality 

" coarse, inferior, soft 

" at 125 pounds per cubic foot, 1 

cubic yard equals 1.507 tons, and 

17.92 cubic feet equal 1 ton 

Bronze, copper 8, tin 1 (gun metal) ........ 

Cement,^, hydraulic. American, Rosendale, 

ground and loose 

hydraulic. American, Rosendale, 

U. S. struck bush., 70 pounds . . . 

hydraulic. American, Rosendale, 

Louisville bushel, 62 pounds .... 

hydraulic. American, Cumberland, 

ground, loose 

hydraulic. American, Cumberland, 

ground, thoroughly shaken 

hydraulic. English Portland (U.S. 
struck bushel, 100 to 128) 



.00123 
2.6 
1.5 



6.70 
6.67 

.752 

.61 

1.4 
8.1 
8.4 



8.5 



Average 

Weight of One 

Cubic Foot. 

Pounds. 



.0765 
162 
93.5 

52 to 56 
56 to 60 



418 
416 

47 

38 

40 to 45 

87.3 
504 
524 
150 
125 
100 
140 
125 
100 



529 
56 



65 
85 
81 to 102 



CAMBRIA STEEL. 369 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 

Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 


Average 

Specific Gravity. 

Water = 1. 


Average 

Weight of One 

Cubic Foot. 

Pounds. 


Cement, hydraulic. English Portland, a 
barrel 400 to 430 pounds 






^< hydraulic. American Portland, loose 

'< hydraulic. American Portland, 

thoroughly shaken 




88 

110 

15 to 30 
156 

42 
119 

63 

84 

79 to 84 
47 to 52 
51 to 56 




Charcoal of pines and oaks 




Chalk 


2.5 
.672 
1.9 


Cherry, perfectly dry (see note p. 371) 

Clay, potters', dry, 1.8 to 2.1 


" dry in lump, loose 


Coal, bituminous, solid, 1.2 to 1.5 


1.35 


" bituminous, solid, Cambria Co., Pa., 
1.27-1.34 


" bituminous, broken, of any size, loose . . 




" bituminous, moderately shaken 




" bituminous, a heaped bushel, loose, 70 
to 78 




« bituminous, 1 ton occupies 43 to 48 
cubic feet 






Coke, loose, good quality 




• . • . . 

23 to 32 


" loose, a heaped bushel, 35 to 42 




*' 1 ton occupies 80 to 97 cubic feet .... 






Corundum, pure, 3.8 to 4 


3.9 

8.7 
8.9 
.24 




Copper, cast, 8.6 to 8.8 


542 

555 
15 

72 to 80 
82 to 92 
90 to 100 
70 to 76 
66 to 68 
75 to 90 
90 to 100 

104 to 112 

110 to 120 
35 
162 
186 
157 
168 


" rolled, 8.8 to 9 


Cork, dry (see note p. 371) 


Earth, common loam, perfectly dry, loose . . . 


** " " perfectly dry, shaken . . 




" " " perfectly dry, rammed. 
" *^ " slightly moist, loose . . 





" *• " more moist, loose .... 




" " " more moist, shaken. . . 




" " " more moist, packed. . . 




" " " as soft flowing mud. . . 




" " " as soft flowing mud 
well pressed , 




Elm, perfectly dry (see note p. 371) 

Flint 


.56 
2.6 
2.98 
2.52 
2.69 


Glass, 2.5 to 3.45 


" common window , , , . 


Gneiss, common, 2.62 to 2.76 







370 CAMBRIA STEEL. 


SPECIFIC GRAVITIES AND V7EIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 

Barometer 30 Inches. 
Weight of One Cubic Foot, 62.355 Pounds. 


Ayerage 

Specific Gravity. 

Water = 1. 


Average 

Weight of One 

Cubic Foot. 

Pounds. 


Gneiss, in loose piles 




96 

1204 

1217 

170 

187 

141.6 

53 

57.4 
446 
450 
433 
480 
709.6 

41 to 83 
164.4 

95 

64 

75 
44 
53 
35 

49 

165 

154 
138 

150 
125 


Gold, cast, pure or 24 karat 


19.258 
19.5 

2.72 

3.00 

2.27 
.85 
.92 

7.15 

7.21 

6.94 

7.69 
11.38 
.65-1.33 

2.6 

1.5 


'' pure, hammered .,..,.» 


Granite, 2.56 to 2.88 


Greenstone, trap, 2.8 to 3.22 


Gypsum, plaster of Paris, 2.24 to 2-30 

Hickory, perfectly dry (see note p. 371) 

Ice, .917 to .922 


Iron, cast, 6.9 to 7-4 


" grey foundry, cold 


'' " molten 

" wrought 


Lead, commercial 


Lignumvitae (dry) 


Limestone and marbles 

Lime, quick 


" quick, ground, well shaken, per struck 
bushel 80 pounds 


*' quick, ground, thoroughly shaken, per 
struck bushel 93^/^ pounds 




Locust, dry (see note p. 371 ) 


.71 
.85 
.56 
.79 


Mahogany, Spanish, dry (see note p. 371). . . 

" Honduras, dry (see note p. 371) . 

Maple, dry (see note p. 371) 


Marbles (see Limestones). 
Masonry of granite or limestones, well-dressed 
" of granite, well-scabbled mortar rub- 
ble, about ^ of mass will be mortar 
" of granite, well-scabbled dry rubble 
" of granite, roughly scabbled mortar 
rubble, about ^ to j/ of mass 
will be mortar 








** of granite, scabbled dry rubble . . . 




" of sandstone, y^ less than granite. . 




Masonry of brickwork (see Brickwork). 
Mercury, at 32 degrees Fah 


13.62 
2.93 
1.65 


849 
183 
103 

80 to 110 
110 to 130 
104 to 120 


Mica, 2.75 to 3.1 


Mortar, hardened, 1.4 to 1.9 


Mud, dry, close 


** wet, moderately pressed 




" " fluid 









CAMBRIA STEEL. 



371 



SPBOIFIO GRAVITIES AND WEIQHTS OF 
VARIOUS SUBSTANCES, 



The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 

Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 



Oak, live, perfectly dry, .88-1.02 (see note p. 

371) 

" Red, Black, perfectly dry 

Petroleum 

Pitch 

Poplar, dry (see note below) 

Platinum 

Quartz 

Rosin 

Salt, coarse, (per struck bushel, Syracuse, 

N. Y., 56 pounds) 

Sand, of pure quartz, perfectly dry and loose 
" " " voids full of water . . . 

" " " very large and small 

grains, dry 

Sandstone, 2.1 to 2.73, 131 to 171 

" quarried and piled, 1 measure 

solid makes 1^ (about) piled. 

Snow, fresh fallen 

" moistened, compacted by rain ....... 

Sycamore, perfectly dry (see note below) , , . 

Shales, red or black, 2.4 to 2.8 

Silver 

Slate, 2.7 to 2.9 

Soapstone, 2.65 to 2.8 

Steel 

Sulphur 

Tallow 

Tar 

Tin, cast, 7-2 to 7-5 . 

Walnut, Black, perfectly dry (see note below) 
Water, pure rain, distilled, at 32 degrees F., 

Bar. 30 inches. 

at 62 degrees F., 

Bar. 30 inches . 

" " at 212 degrees F., 

Bar. 30 inches 



" sea, 1.026 to 1.030. 
Zinc or spelter, 6.8 to 7.2 



Specific Gravity. 
Water = 1. 



.878 
1.15 

.47 
21.5 
2.65 
1.10 



2.41 



.59 
2.6 
10.5 
2.8 
2.73 
7.85 
2.00 

.94 
1 
7.35 

.61 



1.028 
7.00 



Weight of One 

Cubic Foot. 

Pounds. 



59.3 

32 to 45 

54.8 

71.7 

2^ 

1342 

165 

68.6 

45 

90 to 106 
118 to 129 

117 
151 

86 
5 to 12 

15 to 50 

37 
162 
655 
175 
170 
490 
125 

58.6 

62.355 
459 

38 

62.417 

62.355 

59.7 
64.08 
437.5 



Note.— Green timbers usually weigh from one-fifth to nearly one-half more than 
dry ; ordinary building timbers, tolerably seasoned, one-sixth more. 
For Specific Gravities of woods not given in this table, .see page 356. 



372 



CAMBKIA STEEL. 



STANDARD DECIMAL G-AUG-E. 









Weight per 


Square Foot 


Standard 


Thickness in 
Fractions 


Approiimata 
Thickness 


in Pounds, 


Avoirdupois. 


Decimal Gauge 


IRON. 


STEEL. 








Basis— 480 


Basis— 489.6 


m Inches. 


of an Inch. 


in Millimetres. 


Pounds per Cnbic 
Foot. 


Pounds per Cutio 

Foot. 


.002 


1-500 


.05080010 


.08 


.0816 


.004 


1-250 


.10160020 


.16 


.1632 


.006 


3-500 


.15240030 


.24 


.2448 


.008 


1-125 


.20320041 


.32 


.3264 


.010 


1-100 


.25400051 


.40 


.4080 


.012 


3-250 


.30480061 


.48 


.4896 


.014 


7-500 


.35560071 


.56 


.5712 


.016 


2-125(6^+) 


.40640081 


.64 


.6528 


.018 


9-500 


.45720091 


.72 


.7344 


.020 


1-50 


.50800102 


.80 


.8160 


.022 


11-500 


.55880112 


.88 


.8976 


.025 


1-40 


.63500127 


1.00 


1.0200 


.028 


7-250 


.71120142 


1.12 


1.1424 


.032 


4-125(3^4-) 


.81280163 


1.28 


1.3056 


.036 


9-250 


.91440183 


1.44 


1.4688 


.040 


1-25 


1.01600203 


1.60 


1.6320 


.045 


9-200 


1.14300229 


1.80 


1.8360 


.050 


1-20 


1.27000254 


2.00 


2.0400 


.055 


11-200 


1.39700280 


2.20 


2.2440 


.060 


3-50 (t's-) 


1.52400305 


2.40 


2.4480 


.065 


13-200 


1.65100330 


2.60 


2.6520 


.070 


7-100 


1.77800356 


2.80 


2.8560 


.075 


3-40 


1.90500381 


3.00 


3.0600 


.080 


2-25 


2.03200406 


3.20 


3.2640 


.085 


17-200 


2.15900432 


3.40 


3.4680 


.090 


9-100 


2.28600457 


3.60 


3.6720 


.095 


19-200 


2.41300483 


3.80 


3.8760 


.100 


1-10 


2.54000508 


4.00 


4.0800 


.110 


11-100 


2.79400559 


4.40 


4.4880 


.125 


1-8 


3.17500630 


5.00 


5.1000 


.135 


27-200 


3.42900686 


5.40 


5.5080 


.150 


3-20 


3.81000762 


6.00 


6.1200 


.165 


33-200 


4.19100838 


6.60 


6.7320 


.180 


9-50 


4.57200914 


7.20 


7.3440 


.200 


1-5 


5.08001016 


8.00 


8.1600 


.220 


11-50 


5.58801118 


8.80 


8.9760 


.240 


6-25 


6.09601219 


9.60 


9.7920 


.250 


1-4 


6.35001270 


10.00 


10.2000 



The Standard Decimal Gauge has been recently adopted bj^ the Association of 
American Steel Manufacturers, the American Railway Master Mechanics' Associa- 
tion and by about seventy-two of the principal railroads of the United States, 
Canada and Mexico. The decimal system of gauging was recommended by the 
American Institute of Mining Engineers in 1877 and by the American Society of 
Mechanical Engineers in 1895. 



CAMBRIA STEEL. 



373 



WIRE AND SHEET METAL GAUGES. 
Iti Decimals of an Incli. 



United States 

Standard Gauge for 

Sheet and Plate 

Iron and Steel. 





Birm- 




Number 


ingham 


American or 






Brown & 


of 


Stubs 






Iron 


Sharpe 


Gauge. 


Wire 


Wire Gauge. 




Gauge. 




ooooooo 






000000 
00000 










0000 


.454 


.460006 


000 


.425 


.409642 


00 


.380 


.364796 





.340 


.324861 


1 


.300 


.289297 


2 


.284 


.257627 


3 


.259 


.229423 


4 


.238 


.204307 


5 


.220 


.181940 


6 


.203 


.162023 


7 


.180 


.144285 


8 


.165 


.128490 


9 


.148 


.114423 


10 


.134 


.101897 


11 


.120 


.090742 


12 


.109 


.080808 


13 


.095 


.071962 


14 


.083 


.064084 


15 


.072 


.057068 


16 


.065 


.050821 


17 


.058 


.045257 


18 


.049 


.040303 


19 


.042 


.035890 


20 


.035 


.031961 


21 


.032 


.028462 


22 


.028 


.025346 


23 


.025 


.022572 


24 


.022 


.020101 
.017900 


26 


.020 


26 


.018 


.015941 


27 


.016 


,014195 


28 


.014 


.012641 


29 


.013 


.011257 


30 


.012 


.010025 


31 


.010 


.008928 


32 


.009 


.007950 


33 


.008 


.007080 


34 


.007 


.006305 


35 


.005 


.005615 


36 


.004 


.005000 


37 




.004453 


38 




.003965 


39 




.003531 


40 




.003144 



.5 

.46875 

.4375 

.40625 

.375 

.34375 

.3125 

.28125 

.265625 

.25 

.234375 

.21875 

.203125 

.1875 

.171875 

.15625 

.140625 

.125 

.109375 

.09375 

.078125 

.0703125 

.0625 

.05625 

.05 

.04375 

.0375 

.034375 

.03125 

.028125 

.025 

.021875 

.01875 

.0171875 

.015625 

.0140625 

.0125 

.0109375 

.01015625 

.009375 

.00859375 

.0078125 

.00703125 

.006640625 

.00625 



Washburn & 






Moen Manu- 




American 


facturing Co. 


Trenton 


Screw Co. 


and John A. 


Iron Co. 




Roebling's 


Wire 


Screw 


Sons Co. 




Wire 


Wire 


Gauge. 


Gauge. 


Gauge. 












.4600 
.4300 






.450* 




.3938 


.400 




.3625 


.360 


.0315 


.3310 


.330 


.0447 


.3065 


.305 


.0578 


.2830 


.285 


.0710 


.2625 


.265 


.0842 


.2437 


.245 


.0973 


.2253 


.225 


.1105 


.2070 


.205 


.1236 


.1920 


.190 


.1368 


.1770 


.175 


.1500 


.1620 


.160 


.1631 


.1483 


.145 


.1763 


.1350 


.130 


.1894 


.1205 


.1175 


.2026 


.1055 


.105 


.2158 


.0915 


.0925 


.2289 


.0800 


.0806 


.2421 


.0720 


.070 


.2552 


.0625 


.061 


.2684 


.0540 


.0525 


.2816 


.0475 


.045 


.2947 


.0410 


.040 


.3079 


.0348 


.035 


.3210 


.03175 


.031 


.3342 


.0286 


.028 


.3474 


.0258 


.025 


.3605 


.0230 


.0225 


.3737 


.0204 


.020 


.3868 


.0181 


.018 


.4000 


.0173 


.017 


.4132 


.0162 


.016 


.4263 


.0150 


.015 


.4395 


.0140 


.014 


.4526 


.0132 


.013 


.4658 


.0128 


.012 


.4790 


.0118 


.011 


.4921 


.0104 


.010 


.5053 


.0095 


.0095 


.5184 


.0090 


.009 


.5316 


.0085 


.0085 


.5448 


.0080 


.008 


.5579 


.0075 


.0075 


.5711 


.0070 


.007 


.5842 



British 
Imperial 
or English 

Legal 

Standard 

Wire 

Gauge. 



.500 

.464 

.432 

.400 

.372 

.348 

.324 

.300 

.276 

.252 

.232 

.212 

.192 

.176 

.160 

.144 

.128 

.116 

.104 

.092 

.080 

.072 

.064 

.056 

.048 

.040 

.036 

.032 

.028 

.024 

.022 

.020 

.018 

.0164 

.0148 

.0136 

.0124 

.0116 

.0108 

.0100 

.0092 

.0084 

.0076 

.0068 

.0060 

.0052 

.0048 



The United States Standard Gauge was legalized by Act of Congress March 3, 
1893, as a standard gauge for sheet and plate iron and steel and is used by the Custom 
House Department and by about forty-five sheet and tin-plate manufacturers. 



374 


CAMBRIA STEEL. 




WEIGHTS OF SHEETS AND PLATES OF 
STEEL, WHOUG-HT IRON, COPPER AND BRASS. 


American or Browne & Sharps Gaugi 


:. 


No. 

of 

Gauge. 


Thickness 

in 
Inches. 




Weiglit per 


Square Foot 


• 


Steel. 


Iron. 


Copper. 


Brass. 


0000 

000 

00 


.460000 
.409642 
.364796 


18.7680 
16.7134 
14.8837 


18.4000 
16.3857 
14.5918 


20.8380 
18.5568 
16.5253 


19.6880 
17.5327 
15.6133 




1 

2 
3 

4 


.324861 
.289297 
.257627 
.229423 
.204307 


13.2543 

11.8033 

10.5112 

9.3605 

8.3357 


12.9944 

11.5719 

10.3051 

9.1769 

8.1723 


14.7162 
13.1052 
11.6705 
10.3929 
9.2551 


13.9041 

12.3819 

11.0264 

9.8193 

8.7443 


5 
6 
7 
8 
9 


.181940 
.162023 
.144285 
.128490 
.114423 


7.4232 
6.6105 
5.8868 
5.2424 
4.6685 


7.2776 
6.4809 
5.7714 
5.1396 
4.5769 


8.2419 
7.3396 
6.5361 
5.8206 
5.1834 


7.7870 
6.9346 
6.1754 
5.4994 
4.8973 


10 

11 
12 
13 
14 


.101897 
.090742 
.080808 
.071962 
.064084 


4.1574 
3.7023 
3.2970 
2.9360 
2.6146 


4.0759 
3,6297 
3.2323 
2.8785 
2.5634 


4.6159 
4.1106 
3.6606 
3.2599 
2.9030 


4.3612 
3.8838 
3.4586 
3.0800 
2.7428 


15 
16 
17 
18 
19 


.057068 
.050821 
.045257 
.040303 
.035890 


2.3284 
2.0735 
1.8465 
1.6444 
1.4643 


2.2827 
2.0328 
1.8103 
1.6121 
1.4356 


2.5852 
2.3022 
2.0501 
1.8257 
1.6258 


2.4425 
2.1751 
1.9370 
1.7250 
1.5361 


20 
21 
22 
23 
24 


•031961 
.028462 
.025346 
.022572 
.020101 


1.3040 
1.1612 
1.0341 
.92094 
.82012 


1.2784 
1.1385 
1.0138 
.90288 
.80404 


1.4478 
1.2893 
1.1482 
1.0225 
.91058 


1.3679 
1.2182 
1.0848 
.96608 
.86032 


25 
26 
27 
28 
29 


.017900 
.015941 
.014195 
.012641 
.011257 


.73032 
.65039 
.57916 
.51575 
.45929 


.71600 
.63764 
.56780 
.50564 
.45028 


.81087 
.72213 
.64303 
.57264 
.50994 


.76612 
.68227 
.60755 
.54103 
.48180 


30 
31 
32 
33 
34 


.010025 
.008928 
.007950 
.007080 
.006305 


.40902 
.36426 
.32436 
.28886 
.25724 


.40100 
.35712 
.31800 
.28320 
.25220 


.45413 
.40444 
.36014 
.32072 
.28562 


.42907 
.38212 
.34026 
.30302 
.26985 


35 
36 
37 
38 
39 
40 


.005615 
.005000 
.004453 
.003965 
.003531 
.003144 


.22909 
.20400 
.18168 
.16177 
.14406 
12828 


.22460 
.20000 
.17812 
.15860 
.14124 
.12576 


.25436 
.22650 
.20172 
.17961 
.15995 
.14242 


.24032 
.21400 
.19059 
.16970 
.15113 
.13456 


For weights of steel 
Flat Rolled Bars," pa 


plates yV' and 
ges 395 to 404. 


over in thicknt 


iss, see " Tabic 


i of Weights of 







CAMBRIA STEEL. 


375 


WEIGHTS OP SHEETS AND PLATES OF 


STEEL, -WROUaHT IRON, COPPER AND BRASS. 






Birmingham Gauge. 




No. 

of 

Gauge. 


Tghickness 

in 
Inches. 


Weiglit per Square Foot. 


Steel. 


Iron. 


Copper. 


Brass. 


0000 


.454 


18.5232 


18.16 


20.5662 


19.4312 


000 


.425 


17.3400 


17.00 


19.2525 


18.1900 


00 


.380 


15.5040 


15.20 


17.2140 


16.2640 





.340 


13.8720 


13.60 


15.4020 


14.5520 


1 


.300 


12.2400 


12.00 


13.5900 


12.8400 


2 


.284 


11.5872 


11.36 


12.8652 


12.1552 


3 


.259 


10.5672 


10.36 


11.7327 


11.0852 


4 


.238 


9.7104 


9.52 


10.7814 


10.1864 


5 


.220 


8.9760 


8.80 


9.966 


9.4160 


6 


.203 


8.2824 


8.12 


9.1959 


8.6884 


7 


.180 


7.3440 


7.20 


8.1540 


7.7040 


8 


.165 


6.7320 


6.60 


7.4745 


7.0620 


9 


.148 


6.0384 


5.92 


6.7044 


6.3344 


10 


.134 


5.4672 


5.36 


6.0702 


5.7352 


11 


.120 


4.8960 


4.80 


5.4360 


5.1360 


12 


.109 


4.4472 


4.36 


4.9377 


4.6652 


13 


.095 


3.8760 


3.80 


4.3035 


4.0660 


14 


.083 


3.3864 


3.32 


3.7599 


3.5524 


15 


.072 


2.9376 


2.88 


3.2616 


3.0816 


16 


.065 


2.6520 


2.60 


2.9445 


2.7820 


17 


.058 


2.3664 


2.32 


2.6274 


2.4824 


18 


.049 


1.9992 


1.96 


2.2197 


2.0972 


19 


.042 


1.7136 


1.68 


1.9026 


1.7976 


20 


.035 


1.4280 


1.40 


1.5855 


1.4980 


21 


.032 


1.3056 


1.28 


1.4496 


1.3696 


22 


.028 


1.1424 


1.12 


1.2684 


1.1984 


23 


.025 


1.0200 


1.00 


1.1325 


1.0700 


24 


.022 


.8976 


.88 


.9966 


.9416 


25 


.020 


.8160 


.80 


.9060 


.8560 


26 


.018 


.7344 


.72 


.8154 


.7704 


27 


.016 


.6528 


.64 


.7248 


.6848 


28 


.014 


.5712 


.56 


.6342 


.5992 


29 


.013 


.5304 


.52 


.5889 


.5564 


30 


.012 


.4896 


.48 


.5436 


.5136 


31 


.010 


.4080 


.40 


.4530 


.4280 


32 


.009 


.3672 


.36 


.4077 


.3852 


33 


.008 


.3264 


32 


.3624 


.3424 


34 


.007 


.2856 


.28 


.3171 


.2996 


35 


.005 


.2040 


.20 


.2265 


.23 40 


36 


.004 


.1632 


.16 


.1812 


.1712 


Specific Gr 
Weight of 


avities 


7.85 


7.70 


8.72 


8.24 


a Cubic Foot . . 


489.6 


480.0 


543.6 


513.6 


' " Inch.. 


.2833 


.2778 


.3146 


.2972 



376 




CAMBRIA STEEL. 




DECIMALS 


OF A FOOT FOR EACH 


i^OF 






AN INCH. 




Incb. 


0'' 


v 


2^' 


3'' 


4// 


b'^ 








.0833 


.1667 


.2500 


.3333 


.4167 


i^ 


.0013 


.0846 


.1680 


.2513 


.3346 


.4180 


A 


.0026 


.0859 


.1693 


.2526 


.3359 


.4193 


A 


.0039 


.0872 


.1706 


.2539 


.3372 


.4206 


tV 


.0052 


.0885 


.1719 


.2552 


.3385 


.4219 


A 


.0065 


.0898 


.1732 


.2565 


.3398 


.4232 


A 


.0078 


.0911 


.1745 


.2578 


.3411 


.4245 


A 


.0091 


.0924 


.1758 


.2591 


.3424 


.4258 


i 


.0104 


.0937 


.1771 


.2604 


.3437 


.4271 


/? 


.0117 


.0951 


.1784 


.2617 


.3451 


.4284 


A 


.0130 


.0964 


.1797 


.2630 


.3464 


.4297 


H 


.0143 


.0977 


.1810 


.2643 


.3477 


.4310 


A 


.0156 


.0990 


.1823 


.2656 


.3490 


.4323 


ii 


.0169 


.1003 


.1836 


.2669 


.3503 


.4336 


A 


.0182 


.1016 


.1849 


.2682 


.3516 


.4349 


1 5 


.0195 


.1029 


.1862 


.2695 


.3529 


.4362 


1 


.0208 


.1042 


,1875 


.2708 


.3542 


.4375 


iJ 


.0221 


.1055 


.1888 


.2721 


.3555 


.4388 


A 


.0234 


.1068 


.1901 


.2734 


.3568 


.4401 


ii 


.0247 


.1081 


.1914 


.2747 


.3581 


.4414 


A 


.0260 


.1094 


.1927 


.2760 


.3594 


.4427 


If 


.0273 


.1107 


.1940 


.2773 


.3607 


.4440 




.0286 


.1120 


.1953 


.2786 


.3620 


.4453 


II 


.0299 


.1133 


.1966 


.2799 


.3633 


.4466 


1 


.0312 


.1146 


.1979 


.2812 


.3646 


.4479 


II 


.0326 


.1159 


.1992 


.2826 


.3659 


.4492 


M 


.0339 


.1172 


.2005 


.2839 


.3672 


.4505 


IJ 


.0352 


.1185 


.2018 


.2852 


.3685 


.4518 


A 


.0365 


.1198 


.2031 


.2865 


.3698 


.4531 


II 


.0378 


.1211 


.2044 


.2878 


.3711 


.4544 


M 


.0391 


.1224 


.2057 


.2891 


.3724 


.4557 


li 


.0404 


.1237 


.2070 


.2904 


.3737 


.4570 


i 


.0417 


.1250 


.2083 


.2917 


.3750 


.4583 



CAMBRIA STEEL. 



377 



DECIMALS OF A FOOT FOR BACH ^V OF 
AN INCH. 



Inch. 


6'' 


7,/ 


8'' 


9'' 


10^' 


11'' 





.5000 


.5833 


.6667 


.7500 


.8333 


.9167 




.5013 
.5026 
.5039 
.5052 


.5846 
.5859 
.5872 
.5885 


.6680 
.6693 
.6706 
.6719 


.7513 
.7526 
.7539 
.7552 


.8346 
.8359 
.8372 
.8385 


.9180 
.9193 
.9206 
.9219 




.5065 
.5078 
.5091 
.5104 


.5898 
.5911 
.5924 
.5937 


.6732 
.6745 
.6758 
.6771 


.7565 
.7578 
.7591 
.7604 


.8398 
.8411 
.8424 
.8437 


.9232 
.9245 
.9258 
.9271 


A 


.5117 
.5130 
.5143 
.5156 


.5951 
.5964 
.5977 
.5990 


.6784 
.6797 
.6810 
.6823 


.7617 
.7630 
.7643 
.7656 


.8451 
.8464 
.8477 
.8490 


.9284 
.9297 
.9310 
.9323 


i 


.5169 
.5182 
.5195 
.6208 


.6003 
.6016 
.6029 
.6042 


.6836 
.6849 
.6862 
.6875 


.7669 
.7682 
.7695 
.7708 


.8503 
.8516 
.8529 
.8542 


.9336 
.9349 
.9362 
.9375 


i 


.5221 
.5234 
.5247 
.5260 


.6055 
.6068 
.6081 
.6094 


.6888 
.6901 
.6914 
.6927 


.7721 
.7734 

.7747 
.7760 


.8555 
.8568 
.8581 
.8594 


.9388 
.9401 
.9414 
.9427 


li 

1 1 

32 

f 


.5273 
.5286 
.5299 
.5312 


.6107 
.6120 
.6133 
.6146 


.6940 
.6953 
.6966 
.6979 


.7773 

.7786 
.7799 
.7812 


.8607 
.8620 
.8633 
.8646 


.9440 
.9453 
.9466 
.9479 


2 5 
6¥ 
1 3 
"3 2- 

¥ 

T% 


.5326 
.5339 
.5352 
.5365 


.6159 
.6172 
.6185 
.6198 


.6992 
.7005 
.7018 
.7031 


.7826 
.7839 
.7852 
.7865 


.8659 
.8672 
.8685 
.8698 


.9492 
.9505 
.9518 
.9531 


n 
it 


.5378 
.5391 
.5404 
.5417 


.6211 
.6224 
.6237 
.6250 


.7044 
.7057 
.7070 
.7083 


.7878 
.7891 
.7904 
.7917 


.8711 

.8724 
.8737 
.8750 


.9544 
.9557 
.9570 
.9583 



378 




CAMBRIA STEEL. 






DECIMALS 


OF A FOOT FOR BACH ^ 


'^ OP 






AN INCH. 






Iiicli. 


0" 


V 


2^^ 


3'' 


4// 


5'' 


II 


.0430 


.1263 


.2096 


.2930 


.3763 


.4596 


ii 


.0443 


.1276 


.2109 


.2943 


.3776 


.4609 


II 


.0456 


.1289 


.2122 


.2956 


.3789 


.4622 


A 


.0469 


.1302 


.2135 


.2969 


.3802 


.4635 


n 


.0482 


.1315 


.2148 


.2982 


.3815 


.4648 


ii 


.0495 


.1328 


,2161 


.2995 


.3828 


.4661 


If 


.0508 


.1341 


.2174 


.3008 


.3841 


.4674 


1 


.0521 


.1354 


•2188 


.3021 


.3854 


.4688 


11 


.0534 


.1367 


.2201 


.3034 


.386^7 


.4701 


ti 


.0547 


.1380 


.2214 


.3047 


.3880 


.4714 


u 


.0560 


.1393 


.2227 


.3060 


.3893 


.4727 


a 


.0573 


.1406 


.2240 


.3073 


.3906 


.4740 


If 


.0586 


.1419 


.2253 


.3086 


.3919 


.4753 


II 


.0599 


.1432 


.2266 


.3099 


.3932 


.4766 


If 


.0612 


.1445 


.2279 


.3112 


.3945 


.4779 


f 


,0625 


.1458 


.2292 


.3125 


.3958 


.4792 


■ti 


.0638 


.1471 


.2305 


.3138 


.3971 


.4805 


If 


.0651 


.1484 


.2318 


.3151 


.3984 


.4818^ 




.0664 


.1497 


.2331 


.3164 


.3997 


.4831 


ff 


.0677 


.1510 


.2344 


.3177 


.4010 


.4844 


II 


.0690 


.1523 


.2357 


.3190 


.4023 


.4857 


II 


.0703 


.1536 


.2370 


.3203 


.4036 


.4870 


ff 


.0716 


.1549 


.2383 


.3216 


.4049 


.4883 


1 


.0729 


.1562 


.2396 


.3229 


.4062 


.4896 


11 


.0742 


.1576 


.2409 


.3242 


.4076 


.4909 


If 


.0755 


.1589 


.2422 


.3255 


.4089 


.4922 


tf 


.0768 


.1602 


.2435 


.3268 


.4102 


.4935 


1 - 


.0781 


.1615 


.2448 


.3281 


.4115 


.4948 


a 


.0794 


.1628 


.2461 


.3294 


.4128 


.4961 


3 1 


.0807 


.1641 


.2474 


.3307 


.4141 


.4974 


¥ 


.0820 


.1654 


.2487 


.3320 


.4154 


.4987 







CAMBRIA STEEL. 




379 


DBOTMALS 


OP A FOOT FOR EACH ^V OP 






AN INCH. 






Incb. 


Q// 


r' 


8'' 


9'' 


10'' 


11" 


II 


.6430 


.6263 


.7096 


.7930 


.8763 


.9696 


■32" 


.5443 


.6276 


.7109 


.7943 


.8776 


.9609 


it 


.5466 


.6289 


.7122 


.7956 


.8789 


.9622 


A 


.5469 


.6302 


.7136 


.7969 


.8802 


.9636 


II 


.5482 


.6315 


.7148 


.7982 


.8815 


.9648 


1 9 


.5495 


.6328 


.7161 


.7995 


.8828 


.9661 


II 


.6608 


.6341 


.7174 


.8008 


.8841 


.9674 


i 


.5521 


.6354 


.7188 


.8021 


.8854 


.9688 


ii 


.5534 


.6367 


.7201 


.8034 


.8867 


.9701 


ti- 


.5547 


.6380 


.7214 


.8047 


.8880 


.9714 


ff 


.6560 


.6393 


.7227 


.8060 


.8893 


.9727 


H 


.6573 


.6406 


.7240 


.8073 


.8906 


.9740 


II 


.5586 


.6419 


.7263 


.8086 


.8919 


.9763 


*l 


.5599 


.6432 


.7266 


.8099 


.8932 


.9766 


U 


.5612 


.6446 


.7279 


.8112 


.8945 


.9779 


i 


.6625 


.6468 


.7292 


.8125 


.8958 


.9792 


n 


.5638 


.6471 


.7305 


.8138 


.8971 


.9805 


-II 


.5661 


.6484 


.7318 


.8151 


.8984 


.9818 


fi 


.5664 


.6497 


.7331 


.8164 


.8997 


.9831 


H 


.5677 


.6610 


.7344 


.8177 


.9010 


.9844 


H 


.5690 


.6523 


.7357 


.8190 


.9023 


.9857 


ii 


.5703 


.6536 


.7370 


.8203 


.9036 


.9870 


w 


.5716 


.6549 


.7383 


.8216 


.9049 


.9883 


1 


.6729 


.6562 


.7396 


.8229 


.9062 


.9896 


Ii 


.5742 


.6676 


.7409 


.8242 


.9076 


.9909 


11 


.5765 


.6589 


.7422 


.8255 


.9089 


.9922 


II 


.5768 


.6602 


.7435 


.8268 


.9102 


.9935 


If 


.6781 


.6615 


.7448 


.8281 


.9115 


.9948 


11 


.5794 


.6628 


.7461 


.8294 


.9128 


.9961 


If 


.5807 


.6641 


.7474 


.8307 


.9141 


.9974 


.6820 


.6664 


.7487 


.8320 


.9164 


.9987 


1 












1.0000 



380 




CAMBRIA STEEL. 




DECIMALS OP AN INCH FOR BACH ^\th. 


j\^^' 


^Vths. 


Decimal. 


Frac- 
tion. 


Ads. 


^Vths. 


^ . ^ Frac- 
Decimal. tion. 




1 


.015625 






33 


.515625 




1 


2 


.03125 




17 


34 


.53125 






3 


.046875 






35 


.546875 




2 


4 


.0625 


1-16 


18 


36 


.5625 


9-16 




5 


.078125 






37 


.578125 




3 


6 


.09375 




19 


38 


.59375 






7 


.109375 






39 


.609375 




4 


8 


.125 


1-8 


20 


40 


.625 


5-8 




9 


.140625 






41 


.640625 




5 


10 


.15625 




21 


42 


.65625 






11 


.171875 






43 


.671875 




6 


12 


.1875 


3-16 


22 


44 


.6875 


11-16 




13 


.203125 






45 


.703125 




7 


14 


.21875 




23 


46 


.71875 






15 


.234375 






47 


.734375 




8 


16 


.25 


1-4 


24 


48 


.75 


3-4 




17 


.265625 






49 


.765625 




9 


18 


.28125 




25 


50 


.78125 






19 


.296875 






51 


.796875 




10 


20 


.3125 


5-16 


26 


52 


.8125 


13-16 




21 


.328125 






53 


.828125 




11 


22 


.34375 




27 


54 


.84375 






23 


.359375 






55 


.859375 




12 


24 


.375 


3-8 


28 


56 


.875 


7-8 




25 


.390625 






57 


.890625 




13 


26 


.40625 




29 


58 


.90625 






27 


.421875 






59 


.921875 




14 


28 


.4375 


7-16 


30 


60 


.9375 


15-16 




29 


.453125 






61 


.953125 




15 


30 


.46875 




31 


62 


.96875 






31 


.484375 






63 


.984375 




16 


32 


.5 


1-2 


32 


64 


1. 


1 



CAMBRIA STEEL. 



381 



WEIG-HTS AND AREAS OF SQUARE AND 

ROUND BARS AND OIROUMFBR- 

ENCES OP ROUND BARS. 





One cubic foot of steel weighs 


489.6 lbs. 




Thickness 


Weight of 


Weight of 


Area of 


Area of 


Circumference 


or Diameter 


D Bar 


OBar 


DBar 


OBar 


of CBar 


in Inches. 


One Foot Long. 


One Foot Long. 


in \. Inches. 


in Sq. Inches. 


in Inches. 




.013 
.021 
.030 
.041 


.010 
.016 
.023 
.032 


.0039 
.0061 
.0088 
.0120 


.0031 
.0048 
.0069 
.0094 


.1963 
.2454 
.2945 
.3436 




.053 
.067 
.083 
.100 


.042 
.053 
.065 
.079 


.0156 
.0198 
.0244 
.0295 


.0123 
.0155 
.0192 
.0232 


.3927 
.4418 
.4909 
.5400 


A 

if 


.120 
.140 
.163 

.187 


.094 
.110 
.128 
.147 


.0352 
.0413 
.0479 
.0549 


.0276 
.0324 
.0376 
.0431 


.5890 
.6381 
.6872 
.7363 


9 

1 9 
6¥ 


.213 
.240 
.269 
.300 


.167 
.188 
.211 
.235 


.0625 
.0706 
.0791 
.0881 


.0491 
.0554 
.0621 
.0692 


.7854 
.8345 
.8836 
.9327 


A 
fi 
H 


.332 
.366 
.402 
.439 


.261 
.288 
.316 
.345 


.0977 
.1077 
.1182 
.1292 


.0767 
.0846 
.0928 
.1014 


.9817 
1.0308 
1.0799 
1.1290 


f 

25 
64 

if 


.478 
.519 
.561 
.605 


.376 
.407 
.441 
.475 


.1406 
.1526 
.1650 
.1780 


.1104 
.1198 
.1296 
.1398 


1.1781 
1.2272 
1.2763 
1.3254 


ft 
II 


.651 
.698 

.747 
.798 


.511 

.548 
.587 
.627 


.1914 
.2053 
.2197 
.2346 


.1503 
.1613 
.1726 
.1843 


1.3744 
1.4235 
1.4726 
1.5217 


K 

II 


.850 

.904 

.960 

1.017 


.668 
.710 
.754 
.799 


.2500 
.2659 

.2822 
.2991 


.1963 
.2088 
.2217 
.2349 


1.5708 
1.6199 
1.6690 
1.7181 



382 



CAMBKIA STEEL. 



SQUARE AND ROUND BARS. 

(CONTINUED.) 



Thickness 
or Diameter 
in Inches. 



li 

19 






n 
a 



if 
i 



1 



A 



T^ 



H 



i 



Weight of 


Weight of 


Area of 


Area of 


DBar 


OBar 


nBar 


OBar 


One Foot Long. 


One Foot Long. 


in S^. Inches. 


in S(i. Inches. 


1.076 
1.136 
1.199 
1.263 


.845 
.893 
.941 
.992 


.3164 
.3342 
,3525 
.3713 


.2485 
.2625 
.2769 
.2916 


1.328 
1.395 
1.464 
1.535 


1.043 
1.106 
1.150 
1.205 


.3906 
.4104 
.4307 
.4514 


.3068 
.3252 
.3382 
.3545 


1.607 
1.681 
1.756 
1.834 


1.262 
1.320 
1.379 
1.440 


.4727 
.4944 
.5166 
.5393 


.3712 
.3883 
.4057 
.4236 


1.913 
2.245 
2.603 
2.989 


1.502 
1.763 
2.044 
2.347 


.5625 
.6602 
.7656 
.8789 


.4418 
.5185 
.6013 
.6903 


3.400 
3.838 
4.303 
4.795 


2.670 
3.014 
3.379 
3.766 


1.0000 
1.1289 
1.2656 
1.4102 


.7854 

.8866 

.9940 

1.1075 


5.312 
5.857 
6.428 
7.026 


4.173 
4.600 
5.049 
5.518 


1.5625 
1.7227 
1.8906 
2.0664 


1.2272 
1.3530 
1.4849 
1.6230 


7.650 
8.301 

8.978 
9.682 


6.008 
6.520 
7.051 
7.604 


2.2500 

2.4414 
2.6406 
2.8477 


1.7671 
1.9175 
2.0739 
2.2365 


10.41 
11.17 
11.95 
12.76 


8.178 
8.773 
9.388 
10.02 


3.0625 
3.2852 
3.5156 
3.7539 


2.4053 
2.5802 
2.7612 
2.9483 



Circnmference 
of OBar 
in Inches. 



1.7671 
1.8162 
1.8653 
1.9144 

1.9635 
2.0126 
2.0617 
2.1108 

2.1598 
2.2089 
2.2580 
2.3071 

2.3562 
2.5525 
2.7489 
2.9452 

3.1416 
3.3379 
3.5343 
3.7306 

3.9270 
4.1233 
4.3197 
4.5160 

4.7124 
4.9087 
5.1051 
5.3014 

5.4978 
5.6941 
5.8905 
6.0868 



CAMBBIA STEEL. 



383 



SQUARE AND ROUND BARS. 

(CONTINUED.) 



Thickness 


Weight of 


Weight of 


Area of 


Area of 


Circumference 


or Diameter 


n Bar 


OBar 


D Bar 


OBar 


of O Bar 


in Inches. 


One Foot Long. 


One Foot Long. 


in S^. Inches. 


in Sq. Inches. 


in Inches. 


2 

! 


13.60 
14.46 
15.35 
16.27 


10.68 
11.36 
12.06 
12.78 


4.0000 
4.2539 
4.5156 
4.7852 


3.1416 
3.3410 
3.5466 
3.7583 


6.2832 
6.4795 
6.6759 
6.8722 


{ 


17.22 
18.19 
19.18 
20.20 


13.52 
14.28 
15.07 
15.86 


5.0625 
5.3477 
5.6406 
5.9414 


3.9761 
4.2000 
4.4301 
4.6664 


7.0686 
7.2649 
7.4613 
7.6576 


4 

1 


21.25 
22,33 
23.43 
24.56 


16.69 
17.53 
18.40 
19.29 


6.2500 
6.5664 
6.8906 

7.2227 


4.9087 
5.1572 
5.4119 
6.6727 


7.8540 
8.0503 
8.2467 
8.4430 




25.71 
26.90 
28.10 
29.34 


20.20 
21.12 
22.07 
23.04 


7.5625 
7.9102 
8.2656 
8.6289 


5.9396 
6.2126 
6.4918 
6.7771 


8.6394 
8.8357 
9.0321 
9.2284 


3 

t 


30.60 
31.89 
33.20 
34.55 


24.03 
25.04 
26.08 
27.13 


9.0000 
9.3789 
9.7656 
10.160 


7.0686 
7.3662 
7.6699 
7.9798 


9.4248 
9.6211 
9.8175 
10.014 


X 


35.92 
37.31 
38.73 
40.18 


28.20 
29.30 
30.42 
31.56 


10.563 
10.973 
11.391 
11.816 


8.2958 
8.6179 
8.9462 
9.2806 


10.210 
10.407 
10.603 
10.799 


4 


41.65 
43.14 
44.68 
46.24 


32.71 
33.90 
35.09 
36.31 


12.250 
12.691 
13.141 
13.598 


9.6211 
9.9678 
10.321 
10.680 


10.996 
11.192 
11.388 
11.585 


f 


47.82 
49.42 
51.05 
52.71 


37.56 
38.81 
40.10 
41.40 


14.063 
14.535 
15.016 
15.504 


11.045 
11.416 
11.793 
12.177 


11.781 
11.977 
12.174 
12.370 



i 

384 


{ 


JAMBRIA STEEL. 






SQUARE AND ROUND BARS. 








(CONTINUED.) 






Thickness 


Weight of 


Weight of 


Area of 


Area of 


Circumference 


or Diameter 


D Bar 


O Bar 


D Bar 


OBar 


of O Bar 


in Inches. 


One Foot Long. 


One Foot Long. 


in Si^. Inches. 


in S(i. Inches. 


in Inches. 


4 

TB" 


54.40 
56.11 
57.85 
59.62 


42.73 
44.07 
45.44 
46.83 


16.000 
16.504 
17.016 
17.535 


12.566 
12.962 
13.364 
13.772 


12.566 
12.763 
12.959 
13.155 


A 

■A- 


61.41 
63.23 
65.08 
66.95 


48.24 
49.66 
51.11 
52.58 


18.063 
18.598 
19.141 
19.691 


14.186 
14.607 
15.033 
15.466 


13.352 
13.548 
13.744 
13.941 


1 i3 

A 

1 


68.85 
70.78 
72.73 
74.70 


54.07 
55.59 
57.12 
58.67 


20.250 
20.816 
21.391 
21.973 


15.904 
16.349 
16.800 
17,257 


14.137 
14.334 
14.530 
14.726 


3 

4 

il- 
t 
if 


76.71 
78.74 
80.81 
82.89 


60.25 
61.84 
63.46 
65.10 


22.563 
23.160 
23.766 
24.379 


17.721 
18.190 
18.665 
19.147 


14.923 
15.119 
15.315 
15.512 


5 

A 


85.00 
87.14 
89.30 
91.49 


66.76 
68.44 
70.14 
71.86 


25.000 
25.629 
26.266 
26.910 


19.635 
20.129 
20.629 
21.135 


15.708 
15.904 
16.101 
16.297 


1 

A 


93.72 
95.96 
98.23 
100.5 


73.60 
75.37 
77.15 
78.95 


27.563 
28.223 

28.891 
29.566 


21.648 
22.166 
22.691 
23.221 


16.493 
16.690 
16.886 
17.082 


1 

ii 


102.8 
105.2 
107.6 
110.0 


80.77 
82.62 
84.49 
86.38 


30.250 
30.941 
31.641 
32.348 


23.758 
24.301 
24.850 
25.406 


17.279 
17.475 
17.671 
17.868 


2 


112.4 
114.9 
117.4 
119.9 


88.29 
90.22 
92.17 
94.14 


33.063 
33.785 
34.516 
35.254 


25.967 
26.535 
27.109 
27.688 


18.064 
18.261 
18.457 
18.653 





CAMBRIA STEEL. 


385 




SQUARE AND ROUND BARS. 








(CONTINUED.) 




Thickness 


Weight of 


Weight of 


Area of 


Area of 


Circumference 


or Diameter 


nBar 


OBar 


n Bar 


OBar 


of O Bar 


in Inches. 


One Foot Long. 


One Foot Long. 


in S(i. Inches. 


in S^. Inches. 


in Inches. 


6 

t 


122.4 
125.0 
127.6 
130.2 


96.14 
98.14 
100.2 
102.2 


36.000 
36.754 
37.516 
38.285 


28.274 
28.866 
29.465 
30.069 


18.850 
19.046 
19.242 
19.439 


i 

i 


132.8 
135.5 
138.2 
140.9 


104.3 
106.4 
108.5 
110.7 


39.063 
39.848 
40.641 
41.441 


30.680 
31.296 
31.919 
32.548 


19.635 
19.831 
20.028 
20.224 


i 

t 


143.6 
146.5 
149.2 
152.1 


112.8 
114.9 
117.2 
119.4 


42.250 
43.066 
43,891 
44.723 


33.183 
33.824 
34.472 
35.125 


20.420 
20.617 
20.813 
21.009 


2 

if 


154.9 
157.8 
160.8 
163.6 


121.7 
123.9 
126.2 
128.5 


45.563 
46.410 
47.266 
48.129 


35.785 
36.450 
37.122 
37.800 


21.206 
21.402 
21.598 
21.795 


7 

t 

A 


166.6 
169.6 
172.6 
175.6 


130.9 
133.2 
135.6 
137.9 


49.000 
49.879 
50.766 
51.660 


38.485 
39.175 
39.871 
40.574 


21.991 
22.187 
22.384 
22.580 


i 

1 
A 


178.7 
181.8 
184.9 
188.1 


140.4 
142.8 
145.3 

147.7 


52.563 
53.473 
54.391 
55.316 


41.282 
41.997 
42.718 
43.445 


22.777 
22.973 
23.169 
23.366 


A 


191.3 
194.4 
197.7 
200.9 


150.2 
152.7 
155.2 
157.8 


56.250 
57.191 
58.141 
59.098 


44.179 
44.918 
45.664 
46.415 


23.562 
23.758 
23.955 
24.151 


i 

i 


204.2 
207.6 
210.8 
214.2 


160.3 
163.0 
165.6 
168.2 


60.063 
61.035 
62.016 
63.004 


47.173 
47.937 
48.707 
49.483 


24.347 
24.544 
24.740 
24.936 



386 


( 


CJAMBRIA STEEI 


1. 






SQUARE AND ROUND BARS. 








(CONTINUED.) 






TMokness 


Weight of 


Weight of 


Area of 


Area of 


Circumference 


or Diameter 


nBar 


OBar 


DBar 


OBar 


of O Bar 


in Inches. 


One Foot Long. 


One Foot Long. 


in Sq. Inches. 


in Sc[. Inches. 


m Inches. 


8 

1 


217.6 
221.0 
224.5 
228.0 


171.0 
173.6 
176.3 
179.0 


64.000 
65.004 
66.016 
67.035 


50.265 
51.054 
51.849 
52.649 


25.133 
25.329 
25.625 
25.722 


A 

f 


231.4 
234.9 
238.5 
242.0 


181.8 
184.5 
187.3 
190.1 


68.063 
69.098 
70.141 
71.191 


63.456 
64.269 
55.088 
55.914 


26.918 
26.114 
26.311 
26.507 




245.6 
249.3 
252.9 
256.6 


193.0 
195.7 
198.7 
201.6 


72.250 
73.316 
74.391 
75.473 


66.745 
57.583 
58.426 
59.276 


26.704 
26.900 
27.096 
27.293 




260.3 
264.1 
267.9 
271.6 


204.4 
207.4 
210.3 
213.3 


76.563 
77.660 
78.766 
79.879 


60.132 
60.994 
61.862 
62.737 


27.489 
27.685 
27.882 
28.078 


9 


275.4 
279.3 
283.2 
287.0 


216.3 
219.3 
222.4 
225.4 


81.000 
82.129 
83.266 
84.410 


63.617 
64.504 
65.397 
66.296 


28.274 
28.471 
28.667 
28.863 


i 


290.9 
294.9 
298.9 
302.8 


228.5 
231.5 
234.7 
237.9 


85.563 
86.723 
87.891 
89.066 


67.201 
68.112 
69.029 
69.953 


29.060 
29.256 
29.452 
29.649 


1 


306.8 
310.9 
315.0 
319.1 


241.0 
244.2 
247.4 
250.6 


90.250 
91.441 
92.641 
93.848 


70.882 
71.818 
72.760 
73.708 


29.845 
30.041 
30.238 
30.434 




323.2 
327.4 
331.6 
335.8 


253.9 
257.1 
260.4 
263.7 


95.063 
96.285 
97.516 
98.754 


74.662 
75.622 
76.589 
77.561 


30.631 
30.827 
31.023 
31.220 





CAMBRIA STEEL. 


387 




SQUARE AND ROUND BARS. 








(CONCLUDED.) 






Thickness 


Weight of 


Weight of 


Area of 


Area of 


Circumference 


or Diameter 


D Bar 


OBar 


nBar 


OBar 


of O Bar 


m Indies. 


One Foot Long. 


One Foot Long. 


in S(i. Inches. 


in S^. Inches. 


in Inches. 


10 

t 

A 


340.0 
344.3 
348.5 
352.9 


267.0 
270.4 
273.8 
277.1 


100.00 
101.25 
102.52 
103.79 


78.540 
79.525 
80.516 
81.513 


31.416 
31.612 
31.809 
32.005 


i 


357.2 
361.6 
366.0 
370.4 


280.6 
284.0 
287.4 
290.9 


105.06 
106.35 
107.64 
108.94 


82.516 
83.525 

84.541 
85.562 


32.201 
32.398 
32.594 
32.790 


i 

t 


374.9 
379.4 
383.8 
388.3 


294.4 
297.9 
301.4 
305.0 


110.25 
111.57 
112.89 
114.22 


86.590 
87.624 
88.664 
89.710 


32.987 
33.183 
33.379 
33.576 


1 

11 


392.9 
397.5 
402.1 
406.8 


308.6 
312.2 
315.8 
319.5 


115.56 
116.91 
118.27 
119.63 


90.763 
91.821 
92.886 
93.956 


33.772 
33.968 
34.165 
34.361 


11 

t 


411.4 
416.1 
420.9 
425.5 


323.1 
326.8 
330.5 
334.3 


121.00 
122.38 
123.77 
125.16 


95.033 
96.116 
97.205 
98.301 


34.558 
34.754 
34.950 
35.147 


1 

A 


430.3 
435.1 
439.9 

444.8 


337.9 
341.7 
345.5 
349.4 


126.56 
127.97 
129.39 
130.82 


99.402 
100.51 
101.62 
102.74 


35.343 
35.539 
35.736 
35.932 


t 


449.6 
454.5 
459.5 
464.4 


353.1 
357.0 
360.9 
364.8 


132.25 
133.69 
135.14 
136.60 


103.87 
105.00 
106.14 
107.28 


36.128 
36.325 
36.521 
36.717 


1 


469.4 
474.4 
479.5 
484.5 


368.6 
372.6 
376.6 
380.6 


138.06 
139.54 
141.02 
142.50 


108.43 
109.59 
110.75 
111.92 


36.914 
37.110 
37.306 
37.503 



388 



CAMBRIA STEEL. 



AREAS OF FLAT ROLLED STEEL BARS. 

For Thicknesses from -^-^ in. to 2 in. and Widths from 1 in. to 12| in 



TMckness 
in Inches. 


1" 


' 11// 

! ■'■4 


.694 


Ij// 


2'^ 


2i'' 


2^^ 


1 


12'^ 


Tt 


.063 


^ .078 


1 .109 


.125 


.141 


i .156 


.172 


.750 


i 


.125 


.156 


.188 


i .219 


.250 


.281 


: .313 


; .344 


1.50 


A 


,188 


.234 


.281 


.328 


.375 


.422 


i .469 


1 .516 


2.25 


2. 
4 


.250 


.313 


.376 


.438 


: .500 


: .563 


.625 


.688 


3.00 


A 


,813 


.391 


.469 


.547 


.625 


' .703 


.781 


.859 


3.75 


t 


,375 


.469 


.563 


.656 


.750 


.844 


.938 


1.03 


4.50 


T'-6 


.438 


.547 


.656 


.766 


.875 


.984 


1.09 


1.20 


6.25 


\ 


.500 


.625 


.750 


.875 


1.00 


1.13 


1.25 


1.38 


6.00 


A 


.563 


.703 


.844 


.984 


1.13 


1.27 


1.41 


i 1.55 


6.75 


i 


.625 


.781 


.938 


1.09 


1.25 


1.41 


1.56 


1 1.72 


7.50 


H 


.688 


.859 


1.03 


1.20 


1.38 


1.55 


1.72 


1.89 


8.26 


? 


.750 


.938 


1.13 


1.31 


1.50 


1.69 


1.88 


2.06 


9.00 


tI 


.818 


1.02 


1.22 


1.42 


1.63 


1.83 


2.03 


2.23 


9.76 


i 


,875 


1.09 


1.31 


1.53 


1.75 


1.97 


2.19 


2.41 


10.50 


If 


,938 


1.17 


1.41 


1.64 


1.88 


2.11 


2.34 


2.58 


11.25 


1 


1.00 


1.25 


1.50 


1.75 


2.00 


2.25 


2.50 


2.75 


12.00 


ItV 


1.06 


1.33 


1.59 


1.86 


2.13 


2.39 


2.66 


2.92 


12.75 


U 


1,18 


1.41 


1.69 


1.97 


2.25 


2.53 


2.81 


3.09 


13.50 


ItI 


1,19 


1.48 


1.78 


2.08 


2.38 


2.67 


2.97 


3.27 


14.25 


u 


1,25 


1.56 


1.88 


2.19 


2.50 


2.81 


3.13 


3.44 


15.00 


itV 


1.31 


1.64 


1.97 


2.30 


2.63 


2.95 1 


3.28 


3.61 


15.75 


If 


1.38 


1.72 


2.06 


2.41 


2.75 


3.09 1 


3.44 


3.78 


16.50 


IfJ 


1.44 


1.80 


2.16 


2.52 ; 


2.88 


3.23 ; 


3.59 


3.95 


17.25 


u 


1.50 


1.88 


2.25 , 


2.63 '1 


3.00 


3.38 j 


3.75 


4.13 


18.00 


lA 


1.56 


1.95 


2.34 


2.73 1 


3.13 


3.52 i 


3.91 


4.30 


18.75 


If 


1.63 


2.03 


2.44 : 


2.84 ! 


3.25 


3.66 


4.06 1 


4.47 


19.50 


IH 


1.69 


2.11 


2.53 ' 


2.95 1 


3.38 : 


3.80 


4.22 i 


4.64 


20.26 


1? 


1.75 


2.19 , 


2.63 j 


3.06 


3.50 i 


3.94 


4.38 


4.81 


21.00 


Ul 


1.81 


2.27 


2.72 ■ 


3.17 : 


3.63 


4.08 


4.53 ! 


4.98 


21.75 


i# 


1.88 ! 


2.34 i 


2.81 : 


3.28 


3.75 i 


4.22 ! 


4.69 1 


5.16 


22.50 


IH 


1.94 


2.42 


2.91 i 


3.39 


3.88 ' 


4.36 ; 


4.84 1 


5.33 


23.26 


2 


2.00 


2.50 


3.00 


3.50 


4.00 


4.50 1 

1 


5.00 ' 

1 


5.50 


24.00 





CAMBRIA STEEL. 






389 


AREAS OP FLAT ROLLED STEEL BARS. 




(Continued.) 










Thickness 
ia Inches. 


3'' 


3i'' 
.203 


.219 


3|// 
.234 


4// 


4i^' 


4^'^ 


4|'' 


12'' 


tV 


.188 


.250 


.266 


.281 


.297 


.750 


1 


.375 


.406 


.438 


.469 


.500 


.531 


.563 


.594 


1,50 


A 


.563 


.609 


.656 


.703 


.750 


.797 


,844 


.891 


2,25 


i 


.750 


.813 


.875 


.938 


1.00 


1.06 


1,13 


1.19 


3.00 


A 


.938 


1.02 


1.09 


1.17 


1.25 


1.33 


1.41 


1.48 


3.75 


1 


1.13 


1.22 


1.31 


1.41 


1.50 


1.59 


1,69 


1,78 


4,50 


A 


1.31 


1.42 


1.53 


1.64 


1.75 


1.86 


1.97 


2,08 


5.25 


i 


1.50 


1.63 


1.75 


1.88 


2.00 


2.13 


2,25 


2.38 


6.00 


A 


1.69 


1.83 


1.97 


2.11 


2.25 


2.39 


2,53 


2.67 


6.75 




1.88 


2.03 


2.19 


2.34 


2.50 


2.66 


2.81 


2.97 


7.50 


ii 


2.06 


2.23 


2.41 


2.58 


2.75 


2.92 


3.09 


3,27 


8.25 


f 


2.25 


2.44 


2.63 


2.81 


3.00 


3.19 


3.38 


3,56 


9,00 


if 


2.44 


2.64 


2.84 


3.05 


3.25 


3.45 


3.66 


3.86 


9,75 




2.63 


2.84 


3.06 


3.28 


3.50 


3.72 


3.94 


4,16 


10,50 


if 


2.81 


3.05 


3.28 


3,52 


3.75 


3.98 


4.22 


4,45 


11.25 


1 


3.00 


3.25 


3.50 


3.75 


4.00 


4,25 


4.50 


4,75 


12.00 


lA 


3.19 


3.45 


3.72 


3.98 


4.25 


4.52 


4,78 


5.05 


12,75 


i| 


3.38 


3.66 


3.94 


4.22 


4.50 


4.78 


5,06 


5.34 


13,50 


lA 


3.56 


3.86 


4.16 


4.45 


4.75 


5.05 


5,34 


5.64 


14.25 


U 


3.75 


4.06 


4.38 


4.69 


5.00 


5.31 


5.63 


5.94 


15.00 


lA 


3.94 


4.27 


4.59 


4.92 


5.25 


5.58 


5,91 


6.23 


15.75 


If 


4.13 


4.47 


4.81 


5.16 


5.50 


5.84 


6,19 


6,53 


16.50 


lA 


4.31 


4.67 


5.03 


5.39 


5.75 


6.11 


6.47 


6.83 


17,25 


U 


4.50 


4.88 


5.25 


5.63 


6.00 


6.38 


6.75 


7.13 


18.00 


lA 


4.69 


5.08 


5.47 


5,86 


6.25 


6.64 


7.03 


7.42 


18.75 


U 


4.88 


5.28 


5.69 


6.09 


6.50 


6.91 


7.31 


7.72 


19,50 


lii 


5.06 


5.48 


5.91 


6.33 


6.75 


7.17 


7.59 


8,02 


20.25 


1 1 


5.25 


5.69 


6.13 


6.56 


7.00 


7.44 


7.88 


8.31 


21,00 


Hf 


5.44 


5.89 


6.34 


6.80 


7.25 


7.70 


8.16 


8.61 


21,75 


i| 


5.63 


6.09 


6.56 


7.03 


7.50 


7.97 


8.44 


8,91 


22.50 


lif 


5,81 


6.30 


6.78 


7.27 


7.75 


8,23 


8.72 


9,20 


23.25 


2 


6.00 


6.50 


7.00 


7.50 


8.00 


8.50 


9.00 


9.50 


24.00 



390 






CAMBRIA STEEL 


• 






AREAS OF PLAT ROLLED STEEL BARS. 










(Continued.) 








TMckness 
in Inches. 


5'^ 


.328 


.344 


.359 


6'' 

.375 


.391 


6^^^ 


6^'^ 


12^' 


1 


.313 


.406 


.422 


.750 


i 


.625 


.656 


.688 


.719 


.750 


.781 


.813 


.844 


1.50 


A 


.988 


.984 


1.03 


1.08 


1.13 


1.17 


1.22 


1.27 


2.25 


4 


1.25 


1.31 


1.38 


1.44 


1.50 


1.56 


1.63 


1.69 


3.00 


A 


1.56 


1.64 


1.72 


1.80 


1.88 


1.95 


2.03 


2.11 


3.75 


f 


1.88 


1.97 


2.06 


2.16 


2.25 


2.34 


2.44 


2.53 


4.50 


A 


2.19 


2.30 


2.41 


2.52 


2.63 


2.73 


2.84 


2.95 


5.25 


i 


2.50 


2.63 


2.75 


2.88 


3.00 


3.13 


3.25 


3.38 


6.00 


T6 


2.81 


2.95 


3.09 


3.23 


3.38 


3.52 


3.66 


3.80 


6.75 


1 


3.13 


3.28 


3.44 


3.59 


3.75 


3.91 


4.06 


4.22 


7.50 


il 


3.44 


3.61 


3.78 


3.95 


4.13 


4.30 


4.47 


4.64 


8.25 


4 


3.75 


3.94 


4.13 


4.31 


4.50 


4.69 


4.88 


5.06 


9.00 


T* 


4.06 


4.27 


4.47 


4.67 


4.88 


5.08 


5.28 


5.48 


9.75 


1 


4.38 


4.59 


4.81 


5.03 


5.25 


5.47 


5.69 


5.91 


10.50 


T* 


4.69 


4.92 


5.16 


5.39 


5.63 


5.86 


6.09 


6.33 


11.25 


1 


5.00 


5.25 


5.50 


5.75 


6.00 


6.25 


6.50 


6.75 


12.00 


lA 


5.31 


5.58 


5.84 


6.11 


6.38 


6.64 


6.91 


7.17 


12.75 


U 


5.63 


5.91 


6.19 


6.47 


6.75 


7.03 


7.31 


7.59 


13.50 


lA 


5.94 


6.23 


6.53 


6.83 


7.13 


7.42 


7.72 


8.02 


14.25 


l| 


6.25 


6.56 


6.88 


7.19 


7.50 


7.81 


8.13 


8,44 


15.00 


lA 


6.56 


6.89 


7.22 


7.55 


7.88 


8.20 


8.53 


8.86 


15.75 


If 


6.88 


7.22 


7.56 


7.91 


8.25 


8.59 


8.94 


9.28 


16.50 


lA 


7.19 


7.55 


7.91 


8.27 


8.63 


8.98 


9.34 


9.70 


17.25 


U 


7.50 


7.88 


8.25 


8.63 


9.00 


9.38 


9.75 


10.13 


18.00 


lA 


7.81 


8.20 


8.59 


8.98 


9.38 


9.77 


10.16 


10.55 


18.75 


If 


8.13 


8.53 


8.94 


9.34 


9.75 


10.16 


10.56 


10.97 


19.50 


111 


a44 


8.86 


9.28 


9.70 


10.13 


10.55 


10.97 


11.39 


20.25 


U 


8.75 


9.19 


9.63 


10.06 


10.50 


10.94 


11.38 


11.81 


21.00 


Hf 


9.06 


9.52 


9.97 


10.42 


10.88 


11.33 


11.78 


12.23 


21.75 


IJ 


9.38 


9.84 


10.31 


10.78 


11.25 


11.72 


12.19 


12.66 


22.50 


Hf 


9.69 


10.17 


10.66 


11.14 


11.63 , 


12.11 


12.59 


13.08 


23.25 


2 


10.00 


10.50 


11.00 


11.50 12.00 '12.50 


13.00 


13.50 


24.00 



CAMBRIA STEEL. 



391 



AREAS OF FLAT ROLLED STEEL BARS. 
(Continued.) 



Thickness 
in Inches. 



1 

T6 



T6 

i 



1 



A 



a 



13 

¥ 

1% 



A 



1 



3 

i 
4 



1* 

^ 8 



lA 
If 

m 
If 

1*1 



7// 

.438 


.453 


7i" 

Am 


.484 


8'' 

.500 


.516 


8^'' 


8r' 


.531 


.547 


.875 


.906 


.938 


.969 


1.00 


1.03 


1.06 


1.09 


1.31 


1.36 


1.41 


1.45 


1.50 


1.55 


1.59 


1.64 


1.75 


1.81 


1.88 


1.94 


2.00 


2.06 


2.13 


2.19 


2.19 


2.27 


2.34 


2.42 


2.50 


2.58 


2.66 


2.73 


2.63 


2.72 


2.81 


2.91 


3.00 


3.09 


3.19 


3.28 


3.06 


3.17 


3.28 


3.39 


3.50 


3.61 


3.72 


3.83 


3.50 


3.63 


3.75 


3.88 


4.00 


4.13 


4.25 


4.38 


3.94 


4.08 


4.22 


4.36 


4.50 


4.64 


4.78 


4.92 


4.38 


4.53 


4.69 


4.84 


5.00 


5.16 


5.31 


5.47 


4.81 


4.98 


5.16 


5.33 


5.50 


5.67 


5.84 


6.02 


5.25 


5.44 


5.63 


5.81 


6.00 


6.19 


6.38 


6.56 


5.69 


5.89 


6.09 


6.30 


6.50 


6.70 


6.91 


7.11 


6.13 


6.34 


6.56 


6.78 


7.00 


7.22 


7.44 


7.66 


6.56 


6.80 


7.03 


7.27 


7.50 


7.73 


7.97 


8.20 


7.00 


7.25 


7.50 


7.75 


8.00 


8.25 


8.50 


8.75 


7.44 


7.70 


7.97 


8.23 


8.50 


8.77 


9.03 


9.30 


7.88 


8.16 


8.44 


8.72 


9.00 


9.28 


9.56 


9.84 


8.31 


8.61 


8.91 


9.20 


9.50 


9.80 


10.09 


10.39 


8.75 


9.06 


9.38 


9.69 


10.00 


10.31 


10.63 


10.94 


9.19 


9.52 


9.84 


10.17 


10.50 


10.83 


11.16 


11.48 


9.63 


9.97 


10.31 


10.66 


11.00 


11.34 


11.69 


12.03 


10.06 


10.42 


10.78 


11.14 


11.50 


11.86 


12.22 


12.58 


10.50 


10.88 


11.25 


11.63 


12.00 


12.38 


12.75 


13.13 


10.94 


11.33 


11.72 


12.11 


12.50 


12.89 


13.28 


13.67 


11.38 


11.78 


12.19 


12.59 


13.00 


13.41 


13.81 


14.22 


11.81 


12.23 


12.66 


13.08 


13.50 


13.92 


14.34 


14.77 


12.25 


12.69 


13.13 


13.56 


14.00 


14.44 


14.88 


15.31 


12.69 


13.14 


13.59 


14.05 


14.50 


14.95 


15.41 


15.86 


13.13 


13.59 


14.06 


14.53 


15.00 


15.47 


15.94 


16.41 


13.56 


14.05 


14.53 


15.02 


15.50 


15.98 


16.47 


16.95 


14.00 


14.50 


15.00 


15.50 


16.00 


16.50 


17.00 


17.50 



12'' 



.750 
1.50 
2.25 
3.00 

3.75 
4.50 
5.25 
6.00 

6.75 
7.50 
8.25 
9.00 

9.75 
10.50 
11.25 
12.00 

12.75 
13.50 
14.25 
15.00 

15.75 
16.50 
17.25 
18.00 

18.75 
19.50 
20.25 
21.00 

21.75 
22.50 
23.25 
24.00 



392 






CAMBRIA STEEL. 






AREAS OF FLAT ROLLED STEEL BARS. 










[^Continued.) 






TMckness 
in lactes. 


9'^ 

.563 
1.13 
1.69 
2.2b 


9i'' 

.578 
1.16 
1.73 
2.31 


9i'' 

.594 
1.19 
1.78 
2.38 


Of' 

.609 
1.22 
1.83 
2.44 


10^' 

.625 
1.25 

1.88 
2.50 


.641 
1.28 
1.92 
2.56 


10^^' 


lor^ 


12^' 


4 


.656 
1.31 
1.97 
2.63 


.672 
1.34 
2.02 
2.69 


.750 
1.50 
2.25 
3.00 


1 

i 


2.81 
3.38 
3.94 
4.50 


2.89 
3.47 
4.05 
4.63 


2.97 
3.56 

4.16 

4.75 


3.05 
3.66 

4.27 
4.88 


3.13 
3.75 

4.38 
5.00 


3.20 

3.84 
4.48 
5.13 


3.28 
3.94 
4.59 
5.25 


3.36 
4.03 
4.70 
5.38 


3.75 
4.50 
5.25 
6.00 


'1 

ii 
1 


5.06 
5.63 
6.19 
6.75 


5.20 
5.78 
6.36 
6.94 


5.34 
5.94 
6.53 

7.13 


5.48 
6.09 
6.70 
7.31 


5.63 
6.25 
6.88 
7.50 


5.77 
6.41 
7.05 
7.69 


5.91 
6.56 

7.22 
7.88 


6.05 
6.72 
7.39 
8.06 


6.75 
7.50 

8.25 
9.00 


1^ 


7.31 

7.88 
8.44 
9.00 


7.52 

8.09 
8.67 
9.25 


7.72 
8.31 
8.91 
9.50 


7.92 
8.53 
9.14 
9.75 


8.13 

8.75 

9.38 

10.00 


8.33 

8.97 

9.61 

10.25 


8.53 

9.19 

9.84 

10.50 


8.73 

9.41 

10.08 

10.75 


9.75 
10.50 
11.25 
12.00 


1 4 


9.56 
10.13 
10.69 
11.25 


9.83 
10.41 
10.98 
11.56 


10.09 
10.69 
11.28 
11.88 


10.36 
10.97 
11.58 
12.19 


10.63 
11.25 
11.88 
12.50 


10.89 
11.53 
12.17 
12.81 


11.16 
11.81 
12.47 
13.13 


11.42 
12.09 
12.77 
13.44 


12.75 
13.50 
14.25 
15.00 


lA 


11.81 
12.38 
12.94 
13.50 


12.14 
12.72 
13.30 
13.88 


12.47 
13.06 
13.66 
14.25 


12.80 
13.41 
14.02 
14.63 


13.13 
13.75 
14.38 
15.00 


13.45 
14.09 
14.73 
15.38 


13.78 
14.44 
15.09 
15.75 


14.11 
14.78 
15.45 
16.13 


15.75 
16.50 
17.25 
18.00 


}A 

14 


14.06 
14.63 
15.19 
15.75 


14.45 
15.03 
15.61 
16.19 


14.84 
15.44 
16.03 
16.63 


15.23 
15.84 
16.45 
17.06 


15.63 
16.25 
16.88 
17.50 


16.02 
16.66 
17.30 
17.94 


16.41 
17.06 
17.72 
18.38 


16.80 
17.47 
18.14 
18.81 


18.75 
19.50 
20.25 
21.00 


i 


16.31 
16.88 
17.44 
18.00 


16.77 
17.34 
17.92 
18.50 


17.22 
17.81 
18.41 
19.00 


17.67 
18.28 
18.89 
19.50 


18.13 
18.75 
19.38 
20.00 


18.58 
19.22 
19.86 
20.50 


19.03 
19.69 
20.34 
21.00 


19.48 
20.16 
20.83 
21.50 


21.75 
22.50 
23.25 
24.00 





CAMBRIA STEEL. 


393 


AREAS OF FLAT ROLLED STEEL BARS. 




(concluded.) 




Thickness 
in Inches. 


11'^ 

.688 
1.38 
2.06 
2.75 


.703 
1.41 
2.11 
2.81 


.719 
1.44 
2.16 

2.88 


.734 
1.47 
2.20 
2.94 


12'/ 

.750 
1.50 

2.25 
3.00 


12i'' 

.766 
1.53 
2.30 
3.06 


12^'' 


12|" 


o C II 
V tn-f- 

■3 "o 
2|ll 

o <u^ 


t 
t 


.781 
1.56 
2.34 
3.13 


.797 
1.59 
2.39 
3.19 


i 


3.44 
4.13 
4.81 
5.50 


3.52 
4.22 
4.92 
5.63 


3.59 
4.31 
5.03 
5.75 


3.67 
4.41 
5.14 
5.88 


3.75 
4.50 
5.25 
6.00 


3.83 

4.59 
5.36 
6.13 


3.91 
4.69 
5.47 
6.25 


3.98 

4.78 
5.58 
6.38 


t 


6.19 
6.88 
7.56 
8.25 


6.33 
7.03 
7.73 

8.44 


6.47 
7.19 
7.91 
8.63 


6.61 
7.34 
8.08 
8.81 


6.75 
7.50 

8.25 
9.00 


6.89 
7.66 
8.42 
9.19 


7.03 
7.81 
8.59 
9.38 


7.17 
7.97 
8.77 
9.56 


"" \Q0O 

|x| 

4)^ C 


V 
,* 


8.94 

9.63 

10.31 

11.00 


9.14 

9.84 

10.55 

11.25 


9.34 
10.06 
10.78 
11.50 


9.55 
10.28 
11.02 
11.75 


9.75 
10.50 
11.25 
12.00 


9.95 
10.72 
11.48 
12.25 


10.16 
10.94 
11.72 
12.50 


10.36 
11.16 
11.95 
12.75 


It 

U 


11,69 
12.38 
13.06 
13.75 


11.95 
12.66 
13.36 
14.06 


12.22 
12.94 
13.66 
14.38 


12.48 
13.22 
13.95 
14.69 


12.75 
13.50 
14.25 
15.00 


13.02 
13.78 
14.55 
15.31 


13.28 
14.06 
14.84 
15.63 


13.55 
14.34 
15.14 
15.94 




It 

It 


14.44 
15.13 
15.81 
16.50 


14.77 
15.47 
16.17 
16.88 


15.09 
15.81 
16.53 
17.25 


15.42 
16.16 
16.89 
17.63 


15.75 
16.50 
17.25 
18.00 


16.08 
16.84 
17.61 
18.38 


16.41 
17.19 
17.97 
18.75 


16.73 
17.53 
18.33 
19.13 


4> Jh 

^- II 

^ ^ rt £3 

;2 c^?^ 


It 
It 


17.19 
17.88 
18.56 
19.25 


17.58 
18.28 
18.98 
19.69 


17.97 
18.69 
19.41 
20.13 


18.36 
19.09 
19.83 
20.56 


18.75 
19.50 
20.25 
21.00 


19.14 
19.91 
20.67 
21.44 


19.53 
20.31 
21.09 
21.88 


19.92 
20.72 
21.52 
22.31 


i* 


19.94 
20.63 
21.31 
22.00 


20.39 
21.09 
21.80 
22.50 


20.84 21.30 21.75 '22.20 
21.56 22.03 22.50 22.97 
22.28 '22.77 23.25 23.73 
23.00 |23.50 24.00 .24.50 


22.66 

23.44 

1 24.22 

i 25.00 


23.11 
23.91 
24.70 
25.50 


?5 5 is 
■E£S 



394 


CAMBHIA STEEL. 






WEiaHTS OF FI.AT ROLLED STRIPS, 


HOOP OR 




BAND STEEL. 








PER LINEAL FOOT. 






Xliickiiesses toy Birming^liatii 'Wire Oausre. 




One cubic foot of steel weighs 489.6 pounds. 






For widths from y^ inch to % inch and thicknesses Irom No. 19 to No. 11 B.W.G. 1 


Vidth 


No. 19. 


No. 18. 


No. 17. 


No. 16. 


No. 15. 


No. 14. 


No. 13. 


No. 12. 


No. 11. 


in Inches. 


.042 In. 


.049 In. 


.058 In. 


.065 In. 


.072 In. 


.083 In. 


.095 In. 


.109 In. 


.120 In. 


1 

4 


.036 


.042 


.049 


.055 


.061 


.071 


.081 


.093 


.102 


\\ 


.038 


.044 


.052 


.059 


.065 


.075 


.086 


.098 


.108 


A 


.040 


.047 


.055 


.062 


.069 


.079 


.091 


.104 


.115 


19 
6i 


.042 


.049 


.059 


.066 


.073 


.084 


.096 


.110 


.121 


^5^ 


.045 


.052 


.062 


.069 


.077 


.088 


.101 


.116 


.128 


li 


.047 


.056 


.065 


.073 


.080 


.093 


.106 


.122 


.134 


\\ 


.049 


.057 


.068 


.076 


.084 


.097 


.111 


.127 


.140 


23. 

64 


.051 


.060 


.071 


.079 


.088 


.101 


.116 


.133 


.147 


1 


.054 


.062 


.074 


.083 


.092 


.106 


.121 


.139 


.153 


If 


.056 


.065 


.077 


.086 


.096 


.110 


.126 


.145 


.159 


H 


.058 


.068 


.080 


.090 


.099 


.115 


.131 


.151 


.166 


li 


.060 


.070 


.083 


.093 


.103 


.119 


.136 


.156 


.172 


A 


.062 


.073 


.086 


.097 


.107 


.123 


.141 


.162 


.179 


.2 9 

6 i 


.065 


.075 


.089 


.100 


.111 


.128 


.146 


.168 


.185 


it 


.067 


.078 


.092 


.104 


.115 


.132 


.151 


.174 


.191 


li 


.069 


.081 


.096 


.107 


.119 


.137 


.156 


.180 


.198 


i 


.071 


.083 


.099 


.111 


.122 


.141 


.162 


.185 


.204 




.074 


.086 


.102 


.114 


.126 


.146 


.167 


.191 


.210 


II 


.076 


.089 


.105 


.117 


.130 


.150 


.172 


.197 


.217 


fl 


.078 


.091 


.108 


.121 


.134 


.154 


.177 


.203 


.223 


A 


.080 


.094 


.111 


.124 


.138 


.159 


.182 


.208 


.230 


ft 


.083 


.096 


.114 


.128 


.142 


.163 


.187 


.214 


.236 




.085 


.099 


.117 


.131 


.145 


.168 


.192 


.220 


.242 


II 


.087 


.102 


.120 


.135 


.149 


.172 


.197 


.226 


.249 


5 


.089 


.104 


.123 


.138 


.153 


.176 


.202 


.232 


.255 


t? 


.091 


.107 


.126 


.142 


.157 


.181 


.207 


.237 


.261 




.094 


.109 


.129 


.145 


.161 


.185 


.212 


.243 


.268 


II 


.096 


.112 


.132 


.148 


.164 


.190 


.217 


.249 


.274 


H 


.098 


.115 


.136 


.152 


.168 


.194 


.222 


.255 


.281 


If 


.100 


.117 


.139 


.155 


.172 


.198 


.227 


.261 


.287 


II 


.103 


.120 


.142 


.159 


.176 


.203 


.232 


.266 


.293 


li 


.105 


.122 


.145 


.162 


.180 


.207 


.237 


.272 


.300 


# 


.107 


.125 


.148 


.166 


.184 


.212 .242 


.278 


.306 





CAMBRIA STEEL. 




395 


WEIGHTS OP PLAT ROLLED STEEL BARS. 




PER LINEAL FOOT. 








One cubic foot of steel weighs 489.6 pounds. 




For thicknesses from yL. inch to -^^ inch and widths from - 


; inch to 1 inch. 


Thickness 






















1// 


17// 


9 // 


19// 


__5 // 


11// 


11// 


13// 


3// 


in Inches. 


4 


6? 


32 


6¥ 


16 


6¥ 


3^^ 


6¥ 


8 


A 


.053 


.056 


.060 


.063 


.066 


.070 


.073 


.076 


.080 


A 


.066 


.071 


.075 


.079 


.083 


.087 


.091 


.095 


.100 


A 


.080 


.085 


.090 


.095 


.100 


.105 


.110 


.115 


.120 


A 


.093 


.099 


.105 


.110 


.116 


.122 


.128 


.134 


.139 


i 


.106 


.113 


.120 


.126 


.133 


.139 


.146 


.153 


.159 


/i 


.120 


.127 


.134 


.142 


.149 


.157 


.164 


.172 


.179 


A 


.133 


.141 


.149 


.158 


.166 


.174 


.183 


.191 


.199 


II 


.146 


.155 


.164 


.173 


.183 


.192 


.201 


.210 


.219 


i\ 


.159 


.169 


.179 


.189 


.199 


.209 


.219 


.229 


.239 


if 


.173 


.183 


.194 


.205 


.216 


.227 


.237 


.248 


.259 


A 


.186 


.198 


.209 


.221 


.232 


.244 


.256 


.267 


.279 


If 


.199 


.212 


.224 


.237 


.249 


.261 


.274 


.286 


.299 


1 


.213 


.226 


.239 


.252 


.266 


.279 


.292 


.305 


.319 


iJ 


.226 


.240 


.254 


.268 


.282 


.296 


.310 


.325 


.339 




.239 


.254 


.269 


.284 


.299 


.314 


.329 


.344 


.359 


II 


.252 


.268 


.284 


.300 


.315 


.331 


.347 


.363 


.379 


A 


.266 


.282 


.299 


.315 


.332 


.349 


.365 


.382 


.398 


II 


.279 


.296 


.314 


.331 


.349 


.366 


.383 


.401 


.418 


ii 


.292 


.310 


.329 


.347 


.365 


.383 


.402 


.420 


.438 


II 


.305 


.325 


.344 


.363 


.382 


.401 


.420 


.439 


.458 


f 


.319 


.339 


.359 


.379 


.398 


.418 


.438 


.458 


.478 




.332 


.353 


.374 


.394 


.415 


.436 


.457 


.477 


.498 


i| 


.345 


.367 


.388 


.410 


.432 


.453 


.475 


.496 


.518 


a 


.359 


,381 


.403 


.426 


.448 


.471 


.493 


.515 


.538 


t'i 


.372 


.395 


.418 


.442 


.465 


.488 


.511 


.535 


.558 




.385 


.409 


.433 


.457 


.481 


.506 


.530 


.554 


.578 


if 


.398 


.423 


.448 


.473 


.498 


.523 


.548 


.573 


.598 


*i 


.412 


.437 


.463 


.489 


.515 


.540 


.566 


.592 


.618 


J 


.425 


.452 


.478 


.505 


.531 


.558 


.584 


.611 


,638 


II 


.438 


.466 


.493 


.520 


.548 


.575 


.603 


.630 


.657 


il 


.452 


.480 


.508 


.536 


.564 


.593 


.621 


.649 


.677 


II 


.465 


.494 


.523 


.552 


.581 


.610 


.639 


.668 


.697 


A 


.478 


.508 


.538 


.567 


.598 


.628 


.657 


.687 


.717 



896 


CAMBKIA STEEL. 








•WBIQHTS OP FLAT ROLL-RD STEEL BARS. 




PER LINEAL FOOT. 










(CONTINUED.) 








Tluckness 
in Inches. 


ir' 


W 


fi'' 


tV 


ir' 


W 


li" 


¥' 


12'' 


A 


.083 


.086 


.090 


.093 


.096 


.100 


.103 


.106 


2.53 


A 


.104 


.108 


.112 


.116 


.120 


.125 


.129 


.133 


3.19 


A 


.125 


.129 


.134 


.139 


.144 


.149 


.154 


Am 


3.83 


A 


.145 


.151 


.157 


.163 


.169 


.174 


.180 


.18t) 


4.46 


i 


.166 


.173 


.179^ 


.186 


.193 


.199 


.206 


.212 


5.10 


i^ 


.187 


.194 


.202 


.209 


.217 


.224 


.232 


.239 


5.74 




.208 


.216 


.224 


.232 


.241 


.249 


.257 


.266 


6.38 


ft 


.228 


.237 


.247 


.256 


.265 


.274 


.283 


.292 


7.01 


r\ 


.249 


.259 


.269 


.279 


.289 


.299 


.309 


.319 


7.65 


II 


.270 


.281 


.291 


.302 


.313 


.324 


.335 


.345 


8.29 


A 


.291 


.302 


.314 


.325 


.337 


.349 


.360 


.372 


8.93 


a 


.311 


.324 


.336 


.349 


.361 


.374 


.386 


.398 


9.56 


JL 
4 


.332 


.345 


.359 


.372 


.385 


.398 


.412 


.425 


10.20 


ii 


.353 


.367 


.381 


.395 


.409 


.423 


.437 


.452 


10.84 


A 


.374 


.388 


.403 


.418 


.433 


.448 


.463 


.478 


11.48 


U 


.394 


.410 


.426 


.442 


.457 


.473 


.489 


.505 


12.11 


A 


.415 


.432 


.448 


.465 


.481 


.498 


.515 


.531 


12.75 


fi 


.436 


.453 


.471 


.488 


.506 


.523 


.540 


.558 


13.39 


ii 


.457 


.475 


.493 


.511 


.530 


.548 


.566 


.584 


14.03 


II 


.477 


.496 


.515 


.535 


.554 


.573 


.592 


.611 


14.66 


1 


.498 


.518 


.538 


.558 


.578 


.598 


.618 


.638 


15.30 




.519 


.540 


.560 


.581 


.602 


.623 


.643 


.664 


15.94 


i| 


.540 


.561 


.583 


.604 


.626 


.647 


.669 


.691 


16.58 


fi 


.560 


.583 


.605 


.628 


.650 


.672 


.695 


.717 


17.21 


i 5" 


.581 


.604 


.628 


.651 


.674 


.697 


.721 


.744 


17.85 


li 


.602 


.626 


.650 


.674 


.698 


.722 


.746 


.770 


18.49 


t) "t 


.623 


.647 


.672 


.697 


.722 


,747 


.772 


.797 


19.13 


II 


.643 


.669 


.695 


.721 


.746 


.772 


.798 


.823 


19.76 


A 


.664 


.691 


.717 


.744 


.770 


.797 


.823 


.850 


20.40 


4 

1 7 


.685 


.712 


.740 


.767 


.794 


.822 


.849 


.877 


21.04 


.706 


.734 


.762 


.790 


.818 


.847 


.875 


.903 


21.68 


11 


.726 


.755 


.784 


.813 


.843 


.872 


.901 


.930 


22.31 


A 


.747 


:m 


.807 


.837 


.867 


.896 


.926 


.956 


22.95 



CAMBBIA STEEL. 



397 



"WEIGHTS OP FLAT ROLLED STEEL BARS. 
PER LINEAL FOOT. 

(CONTINUED. ) 



Thickness 






















33// 


1 7// 


35// 


9 // 


37// 


19// 


39// 


1" 


12'^ 


in Inches. 


6¥ 


32 


6$ 


TZ 


6? 


32 


•&¥ 


tV 


.110 


.113 


.116 


.120 


.123 


.126 


.129 


.133 


2.53 


A 


.137 


.141 


.145 


.149 


.154 


.158 


.162 


.166 


3.19 


A 


.164 


.169 


.174 


.179 


.184 


.189 


.194 


.199 


3.83 


^\ 


.192 


.198 


.203 


.209 


.215 


.221 


.227 


.232 


4.46 


1 


.219 


.226 


.232 


.239 


.246 


.252 


.259 


.266 


5.10 


A 


.247 


.254 


.261 


.269 


.276 


.284 


.291 


.299 


5.74 


A 


.274 


.282 


.291 


.299 


.307 


.815 


.324 


.332 


6.38 


il 


.301 


.310 


.320 


.329 


.338 


.347 


.356 


.365 


7.01 


A 


.329 


.339 


.849 


.859 


.369 


.879 


.888 


.398 


7.65 


*i 


.356 


.367 


.378 


.388 


.399 


.410 


.421 


.432 


8.29 


A 


.383 


.395 


.407 


.418 


.430 


.442 


.458 


.465 


8.98 


IS 
65 


.411 


.423 


.436 


.448 


.461 


.473 


.486 


.498 


9.56 


i 


.438 


.452 


.465 


.478 


.491 


.505 


.518 


.531 


10.20 


ii 


.466 


.480 


.494 


.508 


.522 


.536 


.550 


.564 


10.84 


JL 


.493 


.508 


.528 


.538 


.553 


.568 


.583 


.598 


11.48 


II 


.520 


.536 


.552 


.568 


.584 


.599 


.615 


.631 


12.11 


A 


.548 


.564 


.581 


.598 


.614 


.631 


.647 


.664 


12.75 


H 


.575 


.593 


.610 


.628 


.645 


.662 


.680 


.697 


18.89 


ii 


.603 


.621 


.639 


.657 


.676 


.694 


.712 


.730 


14.03 


U 


.630 


.649 


.668 


.687 


.706 


.725 


.745 


.764 


14.66 


f 


,657 


.677 


.697 


.717 


.737 


.757 


.777 


.797 


15.30 


If 


.685 


.706 


.726 


.747 


.768 


.789 


.809 


.830 


15.94 


1 3 
■3 2" 


.712 


.734 


.755 


.VVV 


.799 


.820 


.842 


.868 


16.58 


u 


.740 


.762 


.784 


.807 


.829 


.852 


.874 


.896 


17.21 


A 


.767 


.790 


.818 


.837 


.860 


.883 


.906 


.930 


17.85 


If 


.794 


.818 


.843 


.867 


.891 


.915 


.939 


.963 


18.49 


il 


.822 


.847 


.872 


.896 


.921 


.946 


.971 


.996 


19.18 


a 


.849 


.875 


.901 


.926 


.952 


.978 


1.00 


1.03 


19.76 


i 


.877 


.903 


.930 


.956 


.983 


1.01 


1.04 


1.06 


20.40 


If 


.904 


.931 


.959 


.986 


1.01 


1.04 


1.07 


1.10 


21.04 


a 


.931 


.960 


.988 


1.02 


1.04 


1.07 


1.10 


1,13 


21.68 


3 5 

6 4 


.959 


.988 


1.02 


1.05 


1.07 


1.10 


1,13 


1.16 


22.81 


A 


.986 


1.02 


1.05 


1.08 


1.11 


1.14 


1.17 


1.20 


22.95 



398 


CAMBRIA STEEL. 






WEIGHTS OF FLAT ROLLED STEEL BARS. 




PER LINEAL FOOT. 








(CONTINUED.) 






TMckaess 


41// 


21// 


43// 


11// 


45// 


ir' 


47// 


3// 


12^' 


in Inches. 


6? 


32 


64 


T6 


6¥ 


6? 


4 


A 


.136 


.139 


.143 


.146 


.149 


.153 


.156 


.159 


2.53 


A 


.170 


.174 


.178 


.183 


.187 


.191 


.195 


.199 


3.19 


A 


.204 


.209 


.214 


.219 


.224 


.229 


.234 


.239 


3.83 


A 


.238 


.244 


.250 


.266 


.261 


.267 


.273 


.279 


4.46 


i 


.272 


.279 


.286 


.292 


.299 


.305 


.312 


.319 


6.10 


A 


.306 


.314 


.321 


.329 


.336 


.344 


.351 


.359 


6.74 


A 


.340 


.349 


.357 


.365 


.374 


.382 


.390 


.398 


6.38 


11 


.374 


.383 


.393 


.402 


.411 


.420 


.429 


.438 


7.01 


_3_ 


.408 


.418 


.428 


.438 


.448 


.458 


.468 


e478 


7.65 


ii 


.442 


.453 


.464 


.475 


.486 


.496 


.507 


.518 


8.29 


A 


.476 


.488 


.500 


.511 


.523 


.535 


.546 


.658 


8.93 


« 


.510 


.523 


.535 


.548 


.560 


.573 


.586 


.598 


9.56 


i 


.545 


.558 


.571 


.584 


.598 


.611 


.624 


.638 


10.20 


if 


.578 


.593 


.607 


.621 


.635 


.649 


.663 


.677 


10.84 


A 


.613 


.628 


.642 


.657 


.672 


.687 


.702 


.717 


11.48 


if 


.647 


.662 


.678 


.694 


.710 


.725 


.741 


.757 


12.11 


li 


.681 


.697 


.714 


.730 


.747 


.764 


.780 


.797 


12.76 


.715 


.732 


.750 


.767 


.784 


.802 


.819 


.827 


13.39 


if 


.749 


.767 


.785 


.804 


.822 


.840 


.868 


.877 


14.03 


If 


.783 


.802 


.821 


.840 


.859 


.878 


.897 


.916 


14.66 


1 


.817 


.837 


.857 


.877 


.896 


.916 


.936 


.956 


15.30 


II 


.851 


.872 


.892 


.913 


.934 


.955 


.975 


.996 


15.94 


if 


.885 


.906 


.928 


.950 


.971 


.993 


1.01 


1.04 


16.58 


2 7 
6? 


.919 


.941 


.964 


.986 


1.01 


1.03 


1.05 


1.08 


17.21 


A 


.953 


.976 


.999 


1.02 


1.05 


1.07 


1.09 


1.12 


17.85 


2 9 


.987 1.01 


1.04 


1.06 


1.08 


1.11 


1.13 


1.16 


18.49 


15 


1.02 1.05 


1.07 


1.10 


1.12 


1.15 


1.17 


1.20 


19.13 


fi 


1.06 


1.08 


1.11 


1.13 


1.16 


1.18 


1.21 


1.24 


19.76 


i 


1.09 1.12 


1.14 


1.17 


1.20 


1.22 


1.26 


1.28 


20.40 


33 


1.12 1.15 


1.18 


1.21 


1.23 


1.26 


1.29 


1.31 


21.04 


ii 


1.16 1.19 


1.21 


1.24 


1.27 


1.30 


1.33 


1.36 


21.68 


ii 


1.19 1.22 


1.25 


1.28 


1.31 


1.34 


1.37 


1.39 


22.31 


A 


1.23 1.26 


1.28 


1.31 


1.34 1 


1.37 


1.40 i 


1.43 


22.96 



CAMBKIA STEEL. 



399 



WBIQHTS OP FLAT ROLLED STEEL BARS. 

PER LINEAL FOOT. 

One cubic foot of steel weighs 489.6 pounds. 
For Thicknesses from -^^ in. to 2 in. and Widths from 1 in. to 12| in. 



Thickness 
in Inches. 


.638 


.797 


li'' 


IS'' 


2^' 


2i" 


2y^ 


2|'' 


12^'' 


i\ 


.957 


1.11 


1.28 


1.44 


1.59 


1.75 


7.65 


1 

4 


.850 


1.06 


1.28 


1.49 


1.70 


1.91 


2.12 


2.34 


10.20 


A 


1.06 


1.33 


1.59 


1.86 


2.12 


2.39 


2.65 


2.92 


12.75 


1 


1.28 


1.59 


1.92 


2.23 


2.55 


2.87 


3.19 


3.51 


15.30 


tV 


1.49 


1.86 


2.23 


2.60 


2.98 


3.35 


3.72 


4.09 


17.85 


i 


1.70 


2.12 


2.55 


2.98 


3.40 


3.83 


4,25 


4.67 


20.40 


A 


1.92 


2.39 


2.87 


3.35 


3.83 


4.30 


4.78 


5.26 


22.95 


1 


2.12 


2.65 


3.19 


3.72 


4.25 


4.78 


5.31 


5.84 


25.50 


H 


2.34 


2.92 


3.51 


4.09 


4.67 


5.26 


5.84 


6.43 


28.05 


i 


2.55 


3.19 


3.83 


4.47 


5.10 


5.75 


6.38 


7.02 


30.60 


ii 


2.76 


3.45 


4.14 


4.84 


5.53 


6.21 


6.90 


7.60 


33.15 


i 


2.98 


3.72 


4.47 


5.20 


5.95 


6.69 


7.44 


8.18 


35.70 


A 


3.19 


3.99 


4.78 


5.58 


6.38 


7.18 


7.97 


8.77 


38.25 


1 


3.40 


4.25 


5.10 


5.95 


6.80 


7.65 


8.50 


9.35 


40.80 


iiV 


3.61 


4.52 


5.42 


6.32 


7.22 


8.13 


9.03 


9.93 


43.35 


H 


3.83 


4.78 


5.74 


6.70 


7.65 


8.61 


9.57 


10.52 


45.90 


lA 


4.04 


5.05 


6.06 


7.07 


8.08 


9.09 


10.10 


11.11 


48.45 


U 


4.25 


5.31 


6.38 


7.44 


8.50 


9.57 


10.63 


11.69 


51.00 


lA 


4.46 


5.58 


6.69 


7.81 


8.93 


10.04 


11.16 


12.27 


53.55 


If 


4.67 


5.84 


7.02 


8.18 


9.35 


10.52 


11.69 


12.85 


56.10 


lA 


4.89 


6.11 


7.34 


8.56 


9.78 


11.00 


12.22 


13.44 


58.65 


1* 


5.10 


6.38 


7.65 


8.93 


10.20 


11.48 


12.75 


14.03 


61.20 


lA 


5.32 


6.64 


7.97 


9.30 


10.63 


11.95 


13.28 


14.61 


63.75 


l| 


5.52 


6.90 


8.29 


9.67 


11.05 


12.43 


13.81 


15.19 


66.30 


m 


5.74 


7.17 


8.61 


10.04 


11.47 


12.91 


14.34 


15.78 


68.85 


1? 


5.95 


7.44 


8.93 


10.42 


11.90 


13.40 


14.88 


16.37 


71.40 


Ill 


6.16 


7.70 


9.24 


10.79 


12.33 


13.86 


15.40 


16.95 


73.95 


i# 


6.38 


7.97 


9.57 


11.15 


12.75 


14.34 


15.94 


17.53 


76.50 


i+f 


6.59 


8.24 


9.88 


11.53 


13.18 


14.83 


16.47 


18.12 


79.05 


2 


6.80 


8.50 


10.20 


11.90 


13.60 


15.30 


17.00 


18.70 


81.60 



400 




CAMBRIA STEEL. 


WEIGHTS OP FLAT ROLLED STEEL BARS. 






PER LINEAL FOOT. 






(CONTINUED ) 


Thickness 
in Inches. 


3'^ 


3i- 


1 i 


, 4^'^ 


' 4^'^ 


i 
4|// 


12" 


1 


1.91 
2.55 


2.07 

2.76 


1 ! 

2.23' 2.39 2.55 

2.98 3.19 3.40 

j j 


2.71 
3.61 


2.87 
8.83 


3.03 
4.04 


7.65 
10.20 


A 

tV 

i 


3.19 
3.83 
4.46 
6.10 


3.45 
4.15 
4.83 
5.53 


3.72 3.99 4.25 
4.47 4.78^ 5.10 
5.20 5.58 5.95 
5.95 6.38 6.80 


4.52 
5.42 
6.32 
7.22 


4.78 
5.74 
6.70 
7.65 


5.05 
6.06 
7.07 
8.08 


12.75 
15.30 
17.85 
20.40 


A 

1 


5.74 
6.38 
7.02 
7.65 


6.22 

6.91 
7.60 
8.29 


6.70 7.17: 7.65 
7.44 7.97 8.50 
8.18 8.76 9.35 
8.93 9.57 10.20 


8.13 

9.03 

9.93 

10.84 


8.61 

9.57 

10.52 

11.48 


9.09 
10.10 
11.11 
12.12 


22.95 
25.50 
28.05 
30.60 




8.29 

8.93 

9.57 

10.20 


8.98 

9.67 

10.36 

11.05 


9.67 10.36 11.05 
10.41 11.16 11.90 
11.16 11.95 12.75 
11.90 12.75 13.60 


11.74 
12.65 
13.55 
14.45 


12.43 
13.39 

14.34 
15.30 


13.12 
14.13 
15.14 
16.15 


33.15 
35.70 
38.25 
40.80 


lA 

It 


10.84 
11.48 
12.12 
12.75 


11.74 
12.43 
13.12 
13.81 


12.65' 13.55 14.45 
13.39 14.34 15.30 
14.13 15.14 16.15 
14.87 15.94 17.00 


15.35 
16.26 
17.16 
18.06 


16.26 
17.22 
18.17 
19.13 


17.16 
18.17 
19.18 
20.19 


43.35 

45.90 
48.45 
51.00 


lA 
1? 


13.39 
14.03 
14.66 
15.30 


14.50 
15.20 
15.88 
16.58 


15.62 1674 
16.36 17.53 
17.10 18.33 
17.85 19.13 


17.85 
18.70 
19.55 
20.40 


18.96 
19.87 
20.77 
21.68 


20.08 
21.04 
21.99 
22.95 


21.20 
22.21 
23.22 
24.23 


53.55 
56.10 
58.65 
61.20 


14 


15.94 

16.58 
17.22 
17.85 


17.27 

17.96 
18.65 
19.34 


18.60 19.92 

19.34 20.72 
20.08 21.51 
20.83 22.32 


21.25 

22.10 
22.95 
23.80 


22.58 

23.48 
24.38 
25.29 


23.91 

24.87 
25.82 ; 
26.78 


25.24 
26.25 
27.26 
2a27 


63.75 

66.30 
68.85 
71.40 


HI 

2 


18.49 
19.13 
19.77 
20.40 


20.03 
20.72 
21.41 
22.10 


21.57 23.11 
22.31 23.91 
23.06 24.70 
23.80 25.50 


24.65 ' 
25.50 
26.35 . 
27.20 1 


26.19 
27.10 ' 
28.00 1 
28.90 ; 


27.73 
28.69 I 
29.64 ! 
30.60 


29.27 
30.28 
31.29 
32.30 


73.95 
76.50 
79.05 
81. 6C 





CAMBRIA STEEL. 






401 


•WBIQHTS OF PLAT ROLLED STEEL BARS. 




PER LINEAL FOOT. 










(CONTINUED.) 








Thickness 
in Inches. 


6^' 
3.19 


3.35 


3.51 


5f' 
3.67 


6'' 

3.83 


3.99 


ey^ 


er^ 


12'' 


A 


4.14 


4.30 


7.65 


1 


4.25 


4.46 


4.67 


4.89 


5.10 


5.31 


5.53 


5.74 


10.20 


A 


5.31 


5.58 


5.84 


6.11 


6.38 


6.64 


6.90 


7.17 


12.75 


I 


6.38 


6.69 


7.02 


7.34 


7.65 


7.97 


8.29 


8.61 


15.30 


7.44 


7.81 


8.18 


8.56 


8.93 


9.29 


9.67 


10.04 


17.85 


i 


8.50 


8.93 


9.35 


9.77 


10.20 


10.63 


11.05 


11.48 


20.40 


t| 


9.57 


10.04 


10.52 


11.00 


11.48 


11.95 


12.43 


12.91 


22.95 




10.63 


11.16 


11.69 


12.22 


12.75 


13.28 


13.81 


14.34 


25.50 


H 


11.69 


12.27 


12.85 


13.44 


14.03 


14.61 


15.20 


15.78 


28.05 


i 


12.75 


13.39 


14.03 


14.67 


15.30 15.94 


16.58 


17.22 


30.60 


11 


13.81 


14.50 


15.19 


15.88 


16.58 17.27 


17.95 


18.65 


33.15 


n 


14.87 


15.62 


16.36 


17.10 


17.85 18.60 


19.34 


20.08 


35.70 


if 


15.94 


16.74 


17.53 


18.33 19.13 19.92 


20.72 


21.51 


38.25 


1 


17.00 


17.85 


18.70 


19.55: 20.40 


21.25 


22.10 


22.95 


40.80 


ItV 


18.06 


18.96 


19.87 


20.77 21.68 


22.58 


23.48 


24.39 


43.35 


i| 


19.13 


20.08 21.04 


21.99 22.95 


23.91 


24.87 


25.82 


45.90 


lA 


20.19 


21.20 22.21 


23.22 24.23 


25.23 


26.24 


27.25 


48.45 


U 


21.25 


22.32 23.38 


24.44 


25.50| 26.56 


27.62 


28.69 


51.00 


lA 


22.32 


23.43' 24.54 


25.66 26.78 


27.90 


29.01 


30.12 


53.55 


If 


23.38 


24.54! 25.71 


26.88 28.05 29.22 


30.39 


31.56 


56.10 


lA 


24.44 


25.66' 26.88 


28.10 29.33 30.55 


31.77 


32.99 


58.65 


i| 


25.50 


26.78 


28.05 


29.33 30.60 


31.88 


33,15 


34.43 


61.20 


lA 


26.57 


27.89 


29.22 


30.55 


31.88 


33.20 


34.53 


35.86 


63.75 


If 


27.63 


29.01 


30.39 


31.77 


33.15 


34.53 


35.91 


37.29 


66.30 


Hi 


28.69 


30.12; 31.55 


32.99 


34.43 


35.86 


37.30 


38.73 


68.85 


l| 


29.75 


31.24 32.73 

1 


34.22 


35.70 


37.19 


38.68 


40.17 


71.40 


Ht 


30.81 


32.35 


33.89 


35.43 


36.98 


38.52 


40.05 


41.60 


73.95 


i| 


31.87 


33.47 35.06 


36.65 


38.25 


» 39.85 


41.44 


43.03 


76.50 


m 


32.94 


34.59 36.23 


37.88 


39.53 


41.17 


42.82 


44.46 


79.05 


2 


34.00 


35.70 37.40 


39.10 


40.80 


42.50 


44.20 


45.90 


81.60 



402 



CAMBRIA STEEL. 



\NrBIGHTS OF PLAT ROLLED STEEL BARS. 
PER LINEAL FOOT. 

(CONTINUED.) 



TMckness 
in Inches. 


7// 

4.46 


4.62 


4.78 


4.94 


8'' 

5.10 


8i" 

5.26 


8^'' 


8f^ 


12'' 


A 


5.42 


6.58 


7.65 


i 


6.95 


6.16 


6.36 


6.58 


6.80 


7.01 


7.22 


7.43 


10.20 


A 


7.44 


7.70 


7.97 


8.23 


8.50 


8.76 


9.03 


9.29 


12.75 


1 


8.93 


9.25 


9.57 


9.88 


10.20 


10.52 


10.84 


11.16 


15.30 


A 


10.41 


10.78 


11.16 


11.53 


11.90 


12.27 


12.64 


13.02 


17.85 


i 


11.90 


12.32 


12.75 


13.18 


13.60 


14.03 


14.44 


14.87 


20.40 


A 


13.39 


13.86 


14.34 


14.82 


15.30 


15.78 


16.26 


16.74 


22.95 


1 


14.87 


15.40 


15.94 


16.47 


17.00 


17.53 


18.06 


18.69 


25.50 


H 


16.36 


16.94 


17.53 


18.12 


18.70 


19.28 


19.86 


20.45 


28.05 


i 


17.85 


18.49 


19.13 


19.77 


20.40 


21.04 


21.68 


22.32 


30.60 


a 


19.34 


20.03 


20.72 


21.41 


22.10 


22.79 


23.48 


24.17 


33.15 


i 


20.83 


21.57 


22.32 


23.05 


23.80 


24.55 


25.30 


26.04 


35.70 


if 


22.32 


23.11 


23.91 


24.70 


25.50 


26.30 


27.10 


27.89 


38.25 


1 


23.80 


24.65 


25.50 


26.35 


27.20 


28.05 


28.90 


29.75 


40.80 


lA 


25.29 


26.19 


27.10 


28.00 


28.90 


29.80 


30.70 


31.61 


43.36 


i| 


26.78 


27.73 


28.68 


29.64 


30.60 


31.56 


32.52 


33.47 


45.90 


lA 


28.26 


29.27 


30.28 


31.29 


32.30 


33.31 


34.32 


35.33 


48.45 


U 


29.75 


30.81 


31.88 


32.94 


34.00 


35.06 


36.12 


37.20 


61.00 


lA 


31.23 


32.35 


33.48 


34.59 


35.70 


36.81 


37.93 


39.05 


63.55 


U 


32.72 


33.89 


35.06 


36.23 


37.40 


38.57 


39.74 


40.91 


66.10 


lA 


34.21 


35.44 


36.66 


37.88 


39.10 


1 40.32 


41.54 


42.77 


68.66 


i| 


35.70 


36.98 


38.26 


39.53 


40.80 


42.08 


43.35 


44.63 


61.20 


lA 


37.19 


38.51 


39.84 


41.17 


42.50 


43.83 


1 45.16 


46.49 


63.76 


if 


38.67 


40.05 


41.44 


42.82 


44.20 


45.58 


46.96 


1 48.34 


66.30 


Hi 


40.16 


41.59 


43.03 


44.47 


i 45.90 


47.33 


48.76 


60.20 


68.86 


if 


41.65 


43.14 


1 44.63 


1 46.12 


47.60 


49.09 


1 50.58 


62.07 


71.40 


HI 


43.14 


44.68 


46.22 


' 47.76 


49.30 


50.84 


52.38 


53.92 


73.96 


i| 


44.63 


46.22 


47.82 


49.40 


' 51.00 


i 52.60 


54.20 


65.79 


76.50 


Hf 


46.12 


' 47.76 


49.41 


51.05 


52.70 


1 54.35 


56.00 


57.64 


79.05 


2 



47.60 


. 49.30 


, 51.00 

1 


1 52.70 


1 54.40 56.10 


57.80 


69.50 


81.60 



CAMBRIA STEEL. 403 


WBIQHTS OP FLAT ROLLED STEEL BARS. 




PER LINEAL FOOT. 




(CONTINUED.) 


Thickness 
in Inches. 


9'/ 

5.74 


9F' 
5.90 


6.06 


9^' 
6.22 


6.38 


6.54 


loy^ 


lor' 


12'' 


A 


6.70 


6.86 


7.65 


i 


7.65 


7.86 


8.08 


8.29 


8.50 


8.71 


8,92 


9.14 


10.20 


A 


9.56 


9.83 


10.10 


10.36 


10.62 


10.89 


11.16 


11.42 


12.75 


1 


11.48 


11.80 


12.12 


12.44 


12.75 


13.07 


13.39 


13.71 


15.30 


A 


13.40 


13.76 


14.14 


14.51 


14.88 


15.25 


15.62 


15.99 


17.85 


i 


15.30 


15.73 


16.16 


16.58 


17.00 


17.42 


17.85 


18.28 


20.40 


A 


17.22 


17.69 


18.18 


18.65 


19.14 


19.61 


20.08 


20.56 


22.95 


\ 


19.13 


19.65 


20.19 


20.72 


21.25 


21.78 


22.32 


22.85 


25.50 


a 


21.04 


21.62 


22.21 


22.79 


23.38 


23.96 


24.54 


25.13 


28.05 


i 


22.96 


23.59 


24.23 


24.86 


25.50 


26.14 


26.78 


27.42 


30.60 


if 


24.86 


25.55 


26.24 


26.94 


27.62 


28.32 


29.00 


29.69 


33.15 




26.78 


27.52 


28.26 


29.01 


29.75 


30.50 


31.24 


31.98 


35.70 


if 


28.69 


29.49 


30.28 


31.08 


31.88 


32.67 


33.48 


34.28 


38.25 


1 


30.60 


31.45 


32.30 


33.15 


34.00 


34.85 


35.70 


36.55 


40.80 


lA 


32.52 


33.41 


34.32 


35.22 


36.12 


37.03 


37.92 


38.83 


43.35 


l| 


34.43 


35.38 


36.34 


37.29 


38.25 


39.21 


40.17 


41.12 


45.90 


lA 


36.34 


37.35 


38.36 


39.37 


40.38 


41.39 


42.40 


43.40 


48.45 


11 


38.26 


39.31 


40.37 


41.44 


42.50 


43.56 


44.63 


45.69 


51.00 


lA 


40.16 


41.28 


42.40 


43.52 


44.64 


45.75 


46.86 


47.97 


53.55 


If 


42.08 


43.25 


44.41 


45.58 


46.75 


47.92 


49.08 


50.25 


56.10 


lA 


44.00 


45.22 


46.44 


47.66 


48.88 


50.10 


51.32 


52.54 


58.65 


H 


45.90 


47.18 


48.45 


49.73 


51.00 


52.28 


53.55 


54.83 


61.20 


lA 


47.82 


49.14 


50.48 


51.80 


53.14 


54.46 


55.78 


57.11 


63.75 


If 


49.73 


51.10 


52.49 


53.87 


55.25 


56.63 


58.02 


59.40 


66.30 


m 


51.64 


53.07 


54.51 


55.94 


57.38 


58.81 


60.24 


61.68 


68.85 


u 


53.56 


55.04 


56.53 


58.01 


59.50 


60.99 


62.48 


63.97 


71.40 


HI 


55.46 


57.00 


58.54 


60.09 


61.62 


63.17 


64.70 


66.24 


73.95 


i| 


57.38 


58.97 


60.56 


62.16 


63.75 


65.35 


66.94 


68.53 


76.50 


lA 


59.29 


60.94 


62.58 


64.23 


65.88 


67.52 


69.18 


70.83 


79.05 


2 


61.20 


62.90 


64.60 


66.30 


68.00 


69.70 


71.40 


73.10 


81.60 



404 



CAMBBIA STEEL. 



WEIGHTS OP FLAT ROLLED STEEL BARS. 
PER LINEAL FOOT. 

(CONCLUDED.) 



TMckness 
in Inches. 


11'^ 


lli^^ 


lli'^ 


iir' 


12'^ 


12|^' 


12^'' 


121' 


^^x 


t 


7.02 
9.34 


7.17 
9.57 


7.32 

9.78 


7.49 
10.00 


7.65 
10.20 


7.82 
10.42 


7.98 
10.63 


8.13 
10.84 


2I5 


f 


11.68 
14.03 
16.36 
18.70 


11.95 
14.35 
16.74 
19.13 


12.22 

14.68 
17.12 
19.55 


12.49 
14.99 
17.49 
19.97 


12.75 
15.30 

17.85 
20.40 


13.01 
15.62 
18.23 
20.82 


13.28 

15.94 
18.60 
21.25 


13.55 
16.26 
18.97 
21.67 


0.£ 

r?. 

11 11 




21.02 
23.38 
25.70 
28.05 


21.51 
23.91 
26.30 

28.68 


22.00 
24.44 
26.88 
29.33 


22.48 
24.97 
27.47 
29.97 


22.95 
25.50 
28.05 
30.60 


23.43 
26.03 
28.64 
31.25 


23.90 
26.56 
29.22 
31.88 


24.39 
27.09 
29.80 
32.52 


.A 


30.40 
32.72 
35.06 
37.40 


31.08 
33.47 
35.86 
38.25 


31.76 
34.21 
36.66 
39.10 


32.46 
34.95 
37.46 
39.95 


33.15 
35.70 
38.25 
40.80 


33.83 
36.44 
39.05 
41.65 


34.53 
37.19 
39.84 
42.50 


35.22 
37.93 
40.64 
43.35 


2 ojg 

c 4- 

0^ 


It 
it 


39.74 
42.08 
44.42 
46.76 


40.64 
43.04 
45.42 
47.82 


41.54 
44.00 
46.44 
48.88 


42.45 
44.94 
47.45 
49.94 


43.35 
45.90 
48.45 
51.00 


44.25 
46.86 
49.46 
52.06 


45.16 
47.82 
50.46 
53.12 


46.06 
48.77 
51.48 
54.19 


rTHxao 

^-5 5 = 


lA 
U 


49.08 
51.42 
53.76 
56.10 


50.20 
52.59 
54.99 
57.37 


51.32 
53.76 
56.21 
68.65 


52.44 
54.93 
57.43 
59.93 


53.55 
56.10 
58.65 
61.20 


54.67 
57.27 
59.87 
62.48 


55.78 
58.44 
61.10 
63.75 


56.90 
59.60 
62.32 
65.03 


^§X55 
S.'H i- II 


It 

1*1 


58.42 
60.78 
63.10 
65.45 


59.76 
62.16 
64.55 
66.93 


61.10 
63.54 
65.98 
68.43 


62.43 
64.92 
67.42 
69.92 


63.75 
66.30 
68.85 
71.40 


65.08 
67.68 
70.29 
72.90 


66.40 
69,06 
71.72 
74.38 


67.74 
70.44 
73.15 

75.87 




If 
1" 


67.80 
70.12 
72.46 
74.80 


69.33 

71.72 
74.11 
76.50 


70.86 
73.31 
75.76 
78.20 


72.41 
74.90 
77.41 
79.90 


73.95 
76.50 
79.05 
81.60 


75.48 
78.09 
80.70 
83.30 


77.03 
79.69 
82.34 
85.00 


78.57 
81.28 
83.99 
86.70 









CAMBBIA STEEIi. 


405 


AREAS AND CIROUMPBRBNOBS OP OIRCLBS. 


For Diameters from j^^ to 


LOO, advancing by Tenths. 


Diameter. 


Area. 


Circumferenco. 


Diameter. 


Area. 


Circumference. 


0.0 






4.0 


12.5664 


12.5664 


.1 


.007854 


.31416 


.1 


13.2025 


12.8805 


.2 


.031416 


.62832 


.2 


13.8544 


13.1947 


.3 


.070686 


.94248 


.3 


14.5220 


13.5088 


.4 


.12566 


1.2566 


.4 


15.2053 


13.8230 


.5 


.19635 


1.5708 


.5 


15.9043 


14.1372 


.6 


.28274 


1.8850 


.6 


16.6190 


14.4513 


.7 


,38485 


2.1991 


.7 


17.3494 


14.7655 


.8 


.50266 


2.5133 


.8 


18.0956 


15.0796 


.9 


.63617 


2.8274 


.9 


18.8574 


15.3938 


1.0 


.7854 


3.1416 


5.0 


19.6350 


15.7080 


.1 


.9503 


3.4558 


.1 


20.4282 


16.0221 


.2 


1.1310 


3.7699 


.2 


21.2372 


16.3363 


.3 


1.3273 


4.0841 


.3 


22.0618 


16.6504 


.4 


1.5394 


4.3982 


.4 


22.9022 


16.9646 


.5 


1.7671 


4.7124 


.5 


23.7583 


17.2788 


.6 


2.0106 


5.0265 


.6 


24.6301 


17.5929 


.7 


2.2698 


5.3407 


.7 


25.5176 


17.9071 


.8 


2.5447 


5.6549 


.8 


26.4208 


18.2212 


.9 


2.8353 


5.9690 


.9 


27.3397 


18.5354 


2.0 


3.1416 


6.2832 


6.0 


28.2743 


18.8496 


.1 


3.4636 


6.5973 


.1 


29.2247 


19.1637 


.2 


3.8013 


6.9115 


.2 


30.1907 


19.4779 


.3 


4.1548 


7.2257 


.3 


31.1725 


19.7920 


.4 


4.5239 


7.5398 


.4 


32.1699 


20.1062 


.5 


4.9087 


7.8540 


.5 


33.1831 


20.4204 


.6 


5.3093 


8.1681 


.6 


34.2119 


20.7345 


.7 


5.7256 


8.4823 


.7 


35.2565 


21.0487 


.8 


6.1575 


8.7965 


.8 


36.3168 


21.3628 


.9 


6.6052 


9.1106 


.9 


37.3928 


21.6770 


3.0 


7.0686 


9.4248 


7.0 


38.4845 


21.9911 


.1 


7.5477 


9.7389 


.1 


39.5919 


22.3053 


.2 


8.0425 


10.0531 


.2 


40.7150 


22.6195 


.3 


8.5530 


10.3673 


.3 


41.8539 


22.9336 


.4 


9.0792 


10.6814 


.4 


43.0084 


23.2478 


.5 


9.6211 


10.9956 


.5 


44.1786 


23.5619 


,6 


10.1788 


11.3097 


.6 


45.3646 


23.8761 


.7 


10.7521 


11.6239 


.7 


46.5663 


24.1903 


.8 


11.3411 


11.9381 


.8 


47.7836 


24.5044 


.9 


11.9459 


12.2522 


.9 


49.0167 


24.8186 



406 




CAMBRIA STEEL 


. 




AREAS AND CmOUMFERENCJJiJS OP CIRCLES. 






(CONTINUED ) 






Diameter. 


Area. 


Circumfereiice. 


Diameter. 


Area. 


Circumference. 


8.0 
.1 
.2 
.3 
.4 


50.2655 
51.5300 
52.8102 
54.1061 
55.4177 


25.1327 
25.4469 
25.7611 
26.0752 
26.3894 


12.0 
.1 
.2 
.3 

.4 


113.0973 
114.9901 
116.8987 
118.8229 
120.7628 


37.6991 
38.0133 
38.3274 
38.6416 
38.9557 


.5 
.6 

.7 
.8 
.9 


56.7450 
58.0880 
59.4468 
60.8212 
62.2114 


26.7035 
27.0177 
27.3319 
27.6460 
27.9602 


.5 
.6 

.7 
.8 
.9 


122.7185 
124.6898 
126.6769 
128.6796 
130.6981 


39.2699 
39.5841 
39.8982 
40.2124 
40.5265 


... 

.2 
.3 

.4 


63.6173 
65.0388 
66.4761 
67.9291 
69.3978 


28.2743 
28.5885 
28.9027 
29.2168 
29.5310 


13.0 
.1 
.2 
.3 
.4 


132.7323 
134.7822 
136.8478 
138.9291 
141.0261 


40.8407 
41.1549 
41.4690 
41.7832 
42.0973 


.5 
.6 
.7 
.8 
.9 


70.8822 
72.3823 
73.8981 
75.4296 
76.9769 


29.8451 
30.1593 
30.4734 
30.7876 
31.1018 


.5 
.6 
.7 
.8 
.9 


143.1388 
145.2672 
147.4114 
149.5712 
151.7468 


42.4115 
42.7257 
43.0398 
43.3540 
43.6681 


10.0 
.1 
.2 
.3 
.4 


78.5398 
80.1185 
81.7128 
83.3229 
84.9487 


31.4159 
31.7301 
32.0442 
32.3584 
32.6726 


14.0 
.1 
.2 
.3 

.4 


153.9380 
156.1450 
158.3677 
160.6061 
162.860P. 


43.9823 
44.2965 
44.6106 
44.9248 
45.2389 


.5 
.6 

.7 
.8 
.9 


86.5901 
88.2473 
89.9202 
91.6088 
93.3132 


32.9867 
33.3009 
33.6150 
33.9292 
34.2434 


.5 
.6 

.7 
.8 
.9 


165.1300 
167.4155 
169.7167 
172.0336 
174.3662 


45.5531 
45.8673 
46.1814 
46.4956 
46.8097 


11.0 
.1 
.2 
.3 
.4 


95.0332 

96.7689 

98.5203 

100.2875 

102.0703 


34.5575 
34.8717 
35.1858 
35.5000 
35.8142 


15.0 
.1 
.2 
.3 

.4 


176.7146 
179.0786 
181.4584 
183.8539 
186.2650 


47.1239 
47.4380 
47.7522 
48.0664 
48.3805 


.5 
.6 
.7 


103.8689 
105.6832 
107.5132 
109.3588 
111.2202 


36.1283 
36.4425 
36.7566 
37.0708 
37.3860 


.5 
.6 
.7 
.8 
.9 


188.6919 
191.1345 
193.5928 
196.0668 
1 198.5565 


48.6947 
49.0088 
49.3230 
49.6372 
49.9513 







CAMBBIA STEEL. 


407 


AREAS AND OmOUMPBRENCBS OP CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circumference. 


Diameter. 


Area. 


Circumference. 


16.0 


201.0619 


50.2655 


20.0 


314.1593 


62.8319 


.1 


203.5831 


50.5796 


.1 


317.3087 


63.1460 


.2 


206.1199 


50.8938 


.2 


320.4739 


63.4602 


.3 


208.6724 


51.2080 


.3 


323.6547 


63.7743 


.4 


211.2407 


51.5221 


.4 


326.8513 


64.0885 


.5 


213.8246 


51.8363 


.5 


330.0636 


64.4026 


.6 


216.4243 


52.1504 


.6 


333.2916 


64.7168 


.7 


219.0397 


52.4646 


.7 


336.5353 


65.0310 


.8 


221.6708 


52.7788 


.8 


339.7947 


65.3451 


.9 


224.3176 


53.0929 


.9 


343.0698 


65.6593 


17.0 


226.9801 


53.4071 


21.0 


346.3606 


65.9734 


.1 


229.6583 


53.7212 


.1 


349.6671 


66.2876 


.2 


232.3522 


54.0354 


.2 


352.9894 


66.6018 


.3 


235.0618 


54.3496 


.3 


356.3273 


66.9159 


.4 


237.7871 


54.6637 


.4 


359.6809 


67.2301 


.5 


240.5282 


54.9779 


.5 


363.0503 


67.5442 


.6 


243.2849 


55.2920 


.6 


366.4354 


67.8584 


.7 


246.0574 


55.6062 


.7 


369.8361 


68.1726 


.8 


248.8456 


55.9203 


.8 


373.2526 


68.4867 


.9 


251.6494 


56.2345 


.9 


376.6848 


68.8009 


18.0 


254.4690 


56.5486 


22.0 


380.1327 


69.1150 


.1 


257.3043 


56.8628 


.1 


383.5963 


69.4292 


.2 


260.1553 


57.1770 


.2 


387.0756 


69.7434 


.3 


263.0220 


57.4911 


.3 


390.5707 


70.0575 


.4 


265.9044 


57.8053 


.4 


394.0814 


70.3717 


.5 


268.8025 


58.1195 


.5 


397.6078 


70.6858 


.6 


271.7164 


58.4336 


.6 


401.1500 


71.0000 


.7 


274.6459 


58.7478 


.7 


404.7078 


71.3142 


.8 


277.5911 


59.0619 


.8 


408.2814 


71.6283 


.9 


280.5521 


59.3761 


.9 


411.8707 


71.9425 


19.0 


283.5287 


59.6903 


23.0 


415.4756 


72.2566 


.1 


286.5211 


60.0044 


.1 


419.0963 


72.5708 


.2 


289.5292 


60.3186 


.2 


422.7327 


72.8849 


.3 


292.5530 


60.6327 


.3 


426.3848 


73.1991 


.4 


295.5925 


60.9469 


.4 


430.0526 


73.5133 


.5 


298.6477 


61.2611 


.5 


433.7361 


73.8274 


.6 


301.7186 


61.5752 


.6 


437.4354 


74.1416 


.7 


304.8052 


61.8894 


.7 


441.1503 


74.4557 


.8 


307.9075 


62.2035 


.8 


444.8809 


74.7699 


.9 


311.0255 


62.5177 


.9 


448.6273 


75.0841 



408 



OAMBKIA STEEL. 



AREAS AND CIRCUMFERENCES OF CIRCLES. 

(CONTINUED.) 



Diameter. 


Area. 


Circumference. 


Diameter, 


Area. 


Circumference. 


24.0 


452.3893 


75.3982 


28.0 


615.7522 


87.9646 


.1 


456.1671 


75.7124 


.1 


620.1582 


88.2788 


.2 


459.9606 


76.0265 


.2 


624.5800 


88.5929 


.3 


463.7698 


76.3407 


.3 


629.0175 


88.9071 


.4 


467.5947 


76.6549 


.4 


633.4707 


89.2212 


.5 


471.4352 


76.9690 


.5 


637.9397 


89.5354 


.6 


476.2916 


77.2832 


.6 


642.4243 


89.8495 


.7 


479.1636 


77.5973 


.7 


646.9246 


90.1637 


.8 


483.0513 


77.9115 


.8 


651.4407 


90.4779 


.9 


486.9547 


78.2257 


.9 


655.9724 


90.7920 


25.0 


490.8739 


78.5398 


29.0 


660.5199 


91.1062 


.1 


494.8087 


78.8540 


.1 


665.0830 


91.4203 


.2 


498.7592 


79.1681 


.2 


669.6619 


91.7345 


.3 


502.7255 


79.4823 


.3 


674.2565 


92.0487 


.4 


506.7075 


79.7965 


.4 


678.8668 


92.3628 


.5 


510.7052 


80.1106 


.5 


683.4928 


92.6770 


.6 


514.7185 


80.4248 


.6 


688.1345 


92.9911 


.7 


518.7476 


80.7389 


.7 


692.7919 


93.3053 


.8 


522.7924 


81.0531 


.8 


697.4650 


93.6195 


.9 


526.8529 


81.3672 


.9 


702.1538 


93.9336 


26.0 


530.9292 


81.6814 


30.0 


706.8583 


94.2478 


.1 


535.0211 


81.9956 


.1 


711.5786 


94.5619 


.2 


539.1287 


82.3097 


.2 


716.3145 


94.8761 


.3 


543.2521 


82.6239 


.3 


721.0662 


95.1903 


.4 


547.3911 


82.9380 


.4 


725.8336 


95.5044 


.5 


551.5459 


83.2522 


.5 


730.6167 


95.8186 


.6 


555.7163 


83.5664 


.6 


735.4154 


96.1327 


.7 


559.9025 


83.8805 


.7 


740.2299 


96.4469 


.8 


564.1044 


84.1947 


.8 


745.0601 


96.7611 


.9 


568.3220 


84.5088 


.9 


749.9060 


97.0752 


27.0 


572.5553 


84.8230 


31.0 


754.7676 


97.3894 


.1 


576.8043 


85.1372 


.1 


759.6450 


97.7035 


.2 


581.0690 


85.4513 


.2 


764.5380 


98.0177 


.3 


585.3494 


85.7655 


.3 


769.4467 


98.3319 


.4 


589.6455 


86.0796 


.4 


774.3712 


98.6460 


.5 


593.9574 


86.3938 


.5 


779.3113 


98.9602 


.6 


598.2849 


86.7080 


.6 


784.2672 


99.2743 


.7 


602.6282 


87.0221 


.7 


789.2388 


99.5885 


.8 


606.9871 


87.3363 


.8 


794.2260 


99.9026 


.9 


611.3618 


87.6504 


.9 


799.2290 


100.2168 







CAMBRIA STEEL* 


409 


AREAS AND CIRCUMFERENCES OP CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circumference. 


Diameter. 


Area, 


Circumference. 


32.0 
.1 
.2 
.3 

.4 


804.2477 
809.2821 
814.3322 
819.3980 
824.4796 


100.5310 
100.8451 
101.1593 
101.4734 
101.7876 


36.0 
.1 

.2 
.3 
.4 


1017.8760 
1023.5387 
1029.2172 
1034.9113 
1040.6212 


113.0973 
113.4115 
113.7257 
114.0398 
114.3540 


.5 
.6 

.7 
.8 
.9 


829.5768 
834.6898 
839.8185 
844.9628 
850.1229 


102.1018 
102.4159 
102.7301 
103.0442 
103.3584 


.5 

.6 

.7 
.8 
.9 


1046.3467 
1052.0880 
1057.8449 
1063.6176 
1069.4060 


114.6681 
114.9823 
115.2965 
115.6106 
115.9248 


33.0 
.1 
.2 
.3 
.4 


855.2986 
860.4902 
865.6973 
870.9202 
876.1588 


103.6726 
103.9867 
104.3009 
104.6150 
104.9292 


37.0 
.1 
.2 
.3 
.4 


1075.2101 
1081.0299 
1086.8654 
1092.7166 
1098.5835 


116.2389 
116.5531 
116.8672 
117.1814 
117.4956 


.5 

.6 
.7 
.8 
.9 


881.4131 
886.6831 
891.9688 
897.2703 
902.5874 


105.2434 

105.5575 
105.8717 
106.1858 
106.5000 


.5 
.6 

.7 
.8 
.9 


1104.4662 
1110.3645 
1116.2786 
1122.2083 
1128.1538 


117.8097 
118.1239 
118.4380 
118.7522 
119.0664 


34.0 
.1 
.2 
.3 
.4 


907.9203 
913.2688 
918.6331 
924.0131 
929.4088 


106.8142 
107.1283 
107.4425 
107.7566 
108.0708 


38.0 
.1 
.2 
.3 
.4 


1134.1149 
1140.0918 
1146.0844 
1152.0927 
1158.1167 


119.3805 
119.6947 
120.0088 
120.3230 
120.6372 


.5 
.6 

.7 
.8 
.9 


934.8202 
940.2473 
945.6901 
951.1486 
956.6228 


108.3849 
108.6991 
109.0133 
109.3274 
109.6416 


.5 
.6 

.7 
.8 
.9 


1164.1564 
1170.2118 
1176.2830 
1182.369S 
1188.4724 


120.9513 
121.2655 
121.5796 
121.8938 
122.2080 


35.0 
.1 
.2 
.3 
.4 


962.1128 
967.6184 
973.1397 
978.6768 
984.2296 


109.9557 
110.2699 
110.5841 
110.8982 
111.2124 


39.0 
.1 

.2 
.3 
.4 


1194.5906 
1200.7246 
1206.8742 
1213.0396 
1219.2207 


122.5221 
122.8363 
123.1504 
123.4646 
123.7788 


.5 
.6 

.7 
.8 
.9 


989.7980 

995.3822 

1000.9821 

1006.5977 

1012.2290 


111.5265 
111.8407 
112.1549 
112.4690 
112.7832 


.5 
.6 
.7 
.8 
.9 


1225.4175 
1231.6300 
1237.8582 
1244.1021 
1250.3617 


124.0929 
124.4071 
124.7212 
125.0354 
125.3495 



410 




CAMBRIA STEEIi. 




AREAS AND CIRCUMFERENCES OF CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circnmference. 


Diameter. 


Area. 


Circumfereiice. 


40.0 
.1 
.2 
.3 

.4 


1256.6371 
1262.9281 
1269.2348 
1275.5573 
1281.8955 


125.6637 

125.9779 
126.2920 
126.6062 
126.9203 


44.0 
.1 
.2 
.3 

.4 


1520.5308 
1527.4502 
1534.3853 
1541.3360 
1548.3025 


138.2301 
138.5442 
138.8584 
139.1726 
139.4867 


.5 

.6 
.7 
.8 
.9 


1288.2493 
1294.6189 
1301.0042 
1307.4052 
1313.8219 


127.2345 

127.5487 
127.8628 
128.1770 
128.4911 


.5 
.6 

.7 
.8 
.9 


1555.2847 
1562.2826 
1569.2962 
1576.3255 
1583.3706 


139.8009 
140.1153 
140.4292 
140.7434 
141.0575 


41.0 
.1 
.2 
.3 
.4 


1320.2543 
1326.7024 
1333.1663 
1339.6458 
1346.1410 


128.8053 
129.1195 
129.4336 
129.7478 
130.0619 


45.0 
.1 
.2 
.3 

.4 


1590.4313 
1597.5077 
1604.5999 
1611.7077 
1618.8313 


141.3717 
141.6858 
142.0000 
142.3142 
142.6283 


.5 
.6 

.7 
.8 
.9 


1352.6520 
1359.1786 
1365.7210 
1372.2791 
1378.8529 


130.3761 
130.6903 
131.0044 
131.3186 
131.6327 


.5 

.6 
.7 
.8 
.9 


1625.9705 
1633.1255 
1640.2962 
1647.4826 
1654.6847 


142.9425 
143.2566 
143.5708 
143.8849 
144.1991 


42.0 
.1 

2 

Is 

.4 


1385.4424 
1392.0476 
1398.6685 
1405.3051 
1411.9574 


131.9469 
132.2611 
132.5752 
132.8894 
133.2035 


46.0 
.1 
.2 
.3 
.4 


1661.9025 
1669.1360 
1676.8853 
1683.6502 
1690.9308 


144.5133 
144.8274 
145.1416 
145.4557 
145.7699 


.5 

.6 

.7 
.8 
.9 


1418.6254 
1425.3092 
1432.0086 
1438.7238 
1445.4546 


133.5177 
133.8318 
134.1460 
134.4602 
134.7743 


.5 

.6 

n 

.8 
.9 


1698.2272 
1705.5392 
1712.8670 
1720.2105 
1727.5697 


146.0841 
146.3982 
146.7124 
147.0265 
147.3407 


43.0 
.1 
.2 
.3 

.4 


1452.2012 
1458.9635 
1465.7415 
1472.5352 
1479.3446 


135.0885 
135.4026 
135.7168 
136.0310 
136.3451 


47.0 
.1 
.2 
.3 

.4 


1734.9445 
1742.3351 
1749.7414 
1757.1635 
1764.6012 


147.6550 
147.9690 
148.2832 
148.5973 
148.9115 


.5 
.6 
.7 
.8 
.9 


1486.1697 
1493.0105 
1499.8670 
1506.7393 
1518.6272 


136.6593 
136.9734 
137.2876 
137.6018 
137.9159 


.5 
.6 
.7 
.8 
.9 


1772.0546 
1779.5237 
1787.0086 
1794.5091 
1802.0254 ; 


149.2257 
149.5398 
149.8540 
150.1681 
150.4823 







CAMBRIA STEEI 


1* 


411 


AREAS AND OIRCUMFBRBNOBS OF CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circumference. 


Diameter. 


Area. 


Circumference. 


48.0 
.1 
.2 
.3 
.4 


1809.5574 
1817.1060 
1824.6684 
1832.2475 
1839.8423 


150.7984 
151.1106 
151.4248 
151.7389 
152.0531 


52.0 
.1 

.2 
.3 
.4 


2123.7166 
2131.8926 
2140.0843 
2148.2917 
2156.5149 


163.3628 
163.6770 
163.9911 
164.3053 
164.6195 


.5 

.6 

.7 
.8 
.9 


1847.4528 
1855.0790 
1862.7210 
1870.3786 
1878.0519 


152.3672 
152.6814 
152.9956 
153.3097 
153.6239 


.5 
.6 

.7 
.8 
.9 


2164.7537 
2173.0082 
2181.2785 
2189.5644 
2197.8661 


164.9336 
165.2479 
165.5619 
165.8761 
166.1903 


49.0 
.1 
.2 
.3 
A 


1885.7409 
1893.4457 
1901.1662 
1908.9024 
1916.6543 


153.9380 
154.2522 
154.5664 
154.8805 
155.1947 


53.0 
.1 
.2 
.3 
.4 


2206.1834 
2214.5165 
2222.8653 
2231.2298 
2239.6100 


166.5044 
166.8186 
167.1327 
167.4469 
167.7610 


.5 
,6 

.7 
.8 
.9 


1924.4218 
1932.2051 
1940.0042 
1947.8189 
1955.6493 


155.5088 
155.8230 
156.1372 
156.4513 
156.7655 


.5 

,6 
.7 
.8 
.9 


2248.0059 
2256.4175 
2264.8448 
2273.2879 
2281.7466 


168.0752 
168.3894 
168.7035 
169.0177 
169.3318 


50.0 
.1 
.2 
.3 
.4 


1963.4954 
1971.3572 
1979.2348 
1987.1280 
1995.0370 


157.0796 
157.3938 
157.7080 
158.0221 
158.3363 


54.0 
.1 
.2 
.3 
.4 


2290.2210 
2298.7112 
2307.2171 
2315.7386 
2324.2759 


169.6460 
169.9602 
170.2743 
170.5885 
170.9026 


.5 
.6 
.7 
.8 
.9 


2002.9617 
2010.9020 
2018.8581 
2026.8299 
2034.8174 


158.6504 
158.9646 
159.2787 
159.5929 
159.9071 


.5 
.6 

.7 
.8 
.9 


2332.8289 
2341.3976 
2349.9820 
2358.5821 
2367.1979 


171.2168 
171.5310 
171.8451 
172.1593 
172.4735 


51.0 
.1 
.2 
.3 
.4 


2042.8206 
2050.8395 
2058.8742 
2066.9245 
2074.9905 


160.2212 
160.5354 
160.8495 
161.1637 
161.4779 


55.0 
.1 
.2 
.3 
.4 


2375.8294 
2384.4767 
2393.1396 
2401.8183 
2410.5126 


172.7876 
173.1017 
173.4159 
173.7301 
174.0442 


.5 
.6 
.7 
.8 
.9 


2083.0723 
2091.1697 
2099.2829 
2107.4118 
2115.5563 


161.7920 
162.1062 
162.4203 
162.7345 
163.0487 


.5 
.6 
.7 
.8 
,9 


2419.2227 
2427.9485 
2436.6899 
2445.4471 
2454.2200 


174.3584 
174.6726 
174.9867 
175.3009 
176.6150 



412 




CAMBRIA STEEL 






AREAS AND CIROUMFERENOES OF CIRCLES. 






(CONTINUED.) 






Diameter. 


Area, 


Circumference. 


Diameter. 


Area. 


Circumference. 


56.0 
.1 
.2 
.3 

.4 


2463.0086 

2471.8130 
2480.6330 
2489.4687 
2498.3201 


175.9292 
176.2433 
176.5575 

176.8717 
177.1858 


60.0 
.1 
.2 
.3 
.4 


2827.4334 
2836.8660 
2846.3144 
2855.7784 
2865.2582 


188.4956 
188.8097 
189.1239 
189.4380 
189.7522 


.5 
.6 

.7 
.8 
.9 


2507.1873 
2516.0701 
2524.9687 
2533.8830 
2542.8129 


177.5000 
177.8141 
178.1283 
178.4425 
178.7566 


.5 
.6 
.7 
.8 
.9 


2874.7536 
2884.2648 
2893.7917 
2903.3343 
2912.8926 


190.0664 
190.3805 
190.6947 
191.0088 
191.3230 


67.0 
.1 
.2 
.3 
.4 


2551.7586 
2560.7200 
2569.6971 
2578.6899 
2587.6985 


179.0708 
179.3849 
179.6991 
180.0133 
180.3274 


61.0 
.1 
.2 
.3 
.4 


2922.4666 
2932.0563 
2941.6617 
2951.2828 
2960.9197 


191.6372 
191.9513 
192.2655 
192.5796 
192.8938 


.5 
.6 
.7 
.8 
.9 


2596.7227 
2605.7626 
2614.8183 
2623.8896 
2632.9767 


180.6416 
180.9557 
181.2699 
181.5841 
181.8982 


.5 
.6 
.7 
.8 
.9 


2970.5722 
2980.2405 
2989.9244 
2999.6241 
3009.3395 


193.2079 
193.5221 
193.8363 
194.1504 
194.4646 


58.0 
.1 
.2 
.3 
.4 


2642.0794 
2651.1979 
2660.3321 
2669.4820 
2678.6476 


182.2124 
182.5265 
182.8407 
183.1549 
183.4690 


62.0 
.1 
.2 
.3 
.4 


3019.0705 
3028.8173 
3038.5798 
3048.3580 
3058.1520 


194.7787 
195.0929 
195.4071 
195.7212 
196.0354 


.5 
.6 
.7 

.8 
.9 


2687.8289 
2697.0259 
2706.2386 
2715.4670 
2724.7112 


183.7832 
184.0973 
184.4115 
184.7256 
185.0398 


.5 
.6 
.7 
.8 
.9 


3067.9616 
3077.7869 
3087.6279 
3097.4847 
3107.3571 


196.3495 
196.6637 
196.9779 
197.2920 
197.6062 


59.0 
.1 
.2 
.3 
.4 


2733.9710 
2743.2466 
2752.5378 
2761.8448 
2771.1675 


185.3540 
185.6681 
185.9823 
186.2964 
186.6106 


63.0 
.1 
.2 
.3 

.4 


3117.2453 
3127.1492 
3137.0688 
3147.0040 
3156.9550 


197.9203 
198.2345 
198.5487 
198.8628 
199.1770 


.5 
.6 
.7 
.8 
.9 


2780.5058 
2789.8599 
2799.2297 
2808.6152 , 
2818.0165 ! 


186.9248 
187.2389 
187.5531 
187.8672 
188.1814 


.5 
.6 
.7 
.8 
.9 


3166.9217 
3176.9043 
3186.9023 
3196.9161 
3206.9456 


199.4911 
199.8053 
200.1195 
200.4336 
200.7478 







CAMBEIA STEEL. 


413 


AREAS AND OIRCUMFERBNCBS OP OIROLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circumference. 


Diameter. 


Area. 


Circumference. 


64.0 
.1 
.2 
.3 
.4 


3216.9909 
8227.0518 
3287.1285 

8247.2222 
3257.3289 


201.0620 
201.3761 
201.6902 
202.0044 
202.3186 


68.0 

1 

.4 


3681.6811 
3642.8704 
3658.0754 
3663.7960 
3674.5324 


213.6283 
213.9425 
214.2566 
214.5708 
214.8849 


.5 

.6 
.7 
.8 
.9 


3267.4527 
3277.5922 
3287.7474 
3297.9183 
3308.1049 


202.6827 
202.9469 
208.2610 
208.5762 
208.8894 


.5 

.6 
.7 
.8 
.9 


3685.2845 
8896.0523 
3706.8859 
3717.6851 
3728.4500 


215.1991 
215.5183 
215.8274 
216.1416 
216.4556 


65.0 
.1 
.2 
.3 

.4 


8818.3072 
8828.5258 
3388.7590 
8849.0085 
3859.2736 


204.2035 
204.5176 
204.8818 
205.1460 
205.4602 


69.0 
.1 
.2 
.3 
.4 


3739.2807 
8750.1270 
8760.9891 
3771.8668 
3782.7603 


216.7699 
217.0841 
217.8982 
217.7124 
218.0265 


.5 
.6 

i 

.9 


3869.5545 
8379.8510 
8890.1638 
3400.4913 
3410.8350 


205.7743 
206.0885 
206.4026 
206.7168 
207.0310 


.5 
.6 

.7 
.8 
.9 


8798.6695 
3804.5944 
8815.5850 
8826.4913 
8837.4633 


218.3407 
218.6548 
218.9690 
219.2882 
219.5973 


66.0 
.1 
.2 
.3 
.4 


3421.1944 
3431.5695 
3441.9603 
3452.3669 
3462.7891 


207.3451 
207.6593 
207.9734 
208.2876 
208.6017 


70.0 
.1 
.2 
.3 

.4 


3848.4510 
3859.4544 
3870.4736 
3881.5084 
3892.5590 


219.9115 
220.2256 
220.5898 
220.8540 
221.1681 


.5 
.6 

.7 
.8 
.9 


8473.2270 
8488.6807 
3494.1500 
8504.6851 
3515.1359 


208.9159 
209.2301 
209.5442 
209.8584 
210.1725 


.5 
.6 

.7 
.8 
.9 


3903.6252 
8914.7072 
3925.8049 
3936.9182 
3948.0473 


221.4823 
221.7964 
222.1106 
222.4248 
222.7389 


67.0 
.1 
.2 
.3 

.4 


3525.6524 
3536.1845 
8546.7324 
3557.2960 
8567.8754 


210.4867 
210.8009 
211.1150 
211.4292 
211.7433 


71.0 
.1 
.2 
.3 
.4 


8959.1921 
3970.8526 
8981.5289 
8992.7208 
4003.9284 


223.0531 
223.3672 
223.6814 
223.9956 
224.3097 


.6 
.7 
.8 
.9 


3578.4704 
8589.0811 
8599.7075 
8610.3497 
3621.0075 


212.0575 
212.8717 
212.6858 
213.0000 
213.3141 


.5 
.6 
.7 
.8 
.9 


4015.1518 
4026.3908 
4037.6456 
4048.9160 
4060.2022 


224.6239 
224.9380 

225.2522 
225.5664 
225.8805 



414 




CAMBRIA STEEL 


• 




AREAS AND CIROUMFBRBNOES OF CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circumference. 


Diameter. 


Area. 


Circumference. 


72.0 
.1 
.2 
.3 

.4 


4071.5041 
4082.8217 
4094.1550 
4105.5040 
4116.8687 


226.1947 
226.5088 
226.8230 

227.1371 

227.4513 


76.0 
.1 
.2 
'.3 

.4 


4536.4598 
4548.4057 
4560.3673 
4572.3446 
4584.3377 


238.7610 
239.0752 
239.3894 
239.7035 
240.0177 


.5 
.6 

.7 
.8 
.9 


4128.2491 
4139.6452 
4151.0571 
4162.4846 
4173.9279 


227.7655 
228.0796 
228.3938 
228.7079 
229.0221 


.5 

.6 
.7 
.8 
.9 


4596.3464 
4608.3708 
4620.4110 
4632.4669 
4644.5384 


240.3318 
240.6460 
240.9602 
241.2743 
241.5885 


73.0 
.1 
.2 
.3 
.4 


4185.3868 
4196.8615 
4208.3519 
4219.8579 
4231.3797 


229.3363 
229.6504 
229.9646 
230.2787 
230.5929 


77.0 
.1 
.2 
.3 
.4 


4656.6257 
4668.7287 
4680.8474 
4692.9818 
4705.1319 


241.9026 
242.2168 
242.5310 
242.8451 
243.1592 


.5 
.6 

.7 
.8 
.9 


4242.9172 
4254.4704 
4266.0394 
4277.6240 
4289.2243 


230.9071 
231.2212 
231.5354 
231.8495 
232.1637 


.5 

.6 

.8 
.9 


4717.2977 
4729.4792 
4741.6765 
4753.8894 
4766.1181 


243.4734 
243.7876 
244.1017 
244.4159 
244.7301 


74.0 
.1 
.2 
.3 
.4 


4300.8403 
4312.4721 
4324.1195 
4335.7827 
4347.4616 


232.4779 
232.7920 
233.1062 
233.4203 
233.7345 


78.0 
.1 
.2 
.3 
.4 


4778.3624 
4790.6225 
4802.8983 
4815.1897 
4827.4969 


245.0442 
245.3584 
245.6725 
245.9867 
246.3009 


.5 
.6 

.7 
,8 
.9 


4359.1562 
4370.8664 
4382.5924 
4394.3341 
4406.0916 


234.0487 
234.3628 
234.6770 
234.9911 
235.3053 


.5 
.6 

.7 
.8 
.9 


4839.8198 
4852.1584 
4864.5128 
4876.8828 
4889.2685 


246.6150 
246.9292 
247.2433 
247.5575 

247.8717 


75.0 
.1 
.2 
.3 
.4 


4417.8647 
4429.6535 
4441.4580 
4453.2783 
4465.1142 


235.6194 
235.9336 
236.2478 
236.5619 
236.8761 


79.0 
.1 
.2 
.3 
.4 


4901.6699 
4914.0871 
4926.5199 
4938.9685 
4951.4328 


248.1858 
248.5000 
248.8141 
249.1283 
249.4425 


.5 
.6 
.7 
.8 
.9 


4476.9659 
4488.8332 
4500.7163 
4512.6151 
4524.5296 


237.1902 
237.5044 
237.8186 
238.1327 
238.4469 


.5 
.6 
.7 
.8 
.9 


4963.9127 
4976.4084 
4988.9198 . 
5001.4469 1 
5013.9897 i 


249.7566 
250.0708 
250.3850 
250.6991 
251.0133 







CAMBRIA STEEL 




415 


AREAS AND CIRCUMFBRBNOES OF CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


Circumference. 


Diameter. 


Area. 


Circumference. 


80.0 
.1 
,2 
.3 

.4 


5026.5482 
5039.1225 
5051.7124 
5064.3180 
5076.9394 


251.3274 
251.6416 
251,9557 
252.2699 
252.5840 


84.0 
.1 
.2 
.3 

.4 


5541.7694 
5554.9720 
5568.1902 
5581.4242 
5594.6739 


263.8938 
264.2079 
264.5221 
264.8363 
265.1514 


.5 
.6 
.7 
.8 
.9 


5089.5764 
5102.2292 
5114.8977 
5127.5819 
5140.2818 


252.8982 
253.2124 
253.5265 
253.8407 
254.1548 


.5 
.6 
.7 
.8 
.9 


5607.9392 
5621.2203 
5634.5171 
5647.8296 
5661.1578 


265.4646 
265.7787 
266.0929 
266.4071 
266.7212 


81.0 
.1 
.2 
.3 
.4 


5152.9973 
5165.7287 
5178.4757 
5191.2384 
5204.0168 


254.4690 
254.7832 
255.0973 
255.4115 
255.7256 


85.0 
.1 
.2 
,3 

.4 


5674.5017 
5687,8614 
5701.2367 
5714.6277 
5728.0345 


267.0354 
267.3495 
267.6637 
267.9779 
268.2920 


.5 
.6 

.7 
.8 
.9 


5216.8110 
5229.6208 
5242.4463 
5255.2876 
5268.1446 


256.0398 
256.3540 
256.6681 
256.9823 
257.2966 


.5 
.6 

.7 
.8 
.9 


5741.4569 
5754.8951 
5768.3490 
5781.8185 
5795.3038 


268.6062 
268.9203 
269.2345 
269.5486 
269.8628 


82.0 
.1 
,2 
.3 
.4 


5281.0173 
5293.9056 
5306.8097 
5319.7295 
5332.6650 


257.6106 
257.9247 
258.2389 
258.5531 

258.8672 


86.0 
.1 
.2 
.3 
.4 


5808.8048 
5822.3215 
5835.8539 
5849.4020 
5862.9659 


270.1770 
270.4911 
270.8053 
271.1194 
271.4336 


.5 
.6 
.7 
.8 
.9 


5345.6162 
5358.5832 
5371.5658 
5384.5641 
5397.5782 


259.1814 
259.4956 
259.8097 
260.1239 
260.4380 


.5 
.6 

.7 
.8 
.9 


5876.5454 
5890.1407 
5903.7516 
5917.3783 
5931.0206 


271.7478 
272.0619 
272.3761 
272.6902 
273.0044 


83.0 
.1 
.2 
.3 

.4 


5410.6079 
5423.6534 
5436.7146 
5449.7915 
5462.8840 


260.7522 
261.0663 
261.3805 
261.6947 
262.0088 


87.0 
.1 
.2 
.3 

.4 


5944.6787 
5958.3525 
5972.0420 

5985.7472 
5999.4681 


273.3186 
273.6327 
273.9469 
274.2610 

274.5752 


.5 
.6 
.7 
.8 
.9 


5475.9923 
5489.1163 
5502.2561 
5515.4115 
5528.5826 


262.3230 
262.6371 
262.9513 
263.2655 
263.5796 


.5 
.6 
.7 
.8 
.9 


6013.2047 
6026.9570 
6040,7250 
6054.5088 
6068.3082 


274.8894 
275.2035 
275.5177 
275.8318 
276.1460 



416 




CAMBBIA STEEL. 




AREAS AND CIRCUMFERENCES OF CIRCLES. 






(CONTINUED.) 






Diameter. 


Area. 


CircTunference. 


Diameter. 


Area. 


CFcumference. 


88.0 


6082.1234 


276.4602 


92.0 


6647.6101 


289.0265 


.1 


6095.9542 


276.7743 


.1 


6662.0692 


289.3407 


.2 


6109.8008 


277.0885 


.2 


6676.5441 


289.6548 


.3 


6123.6631 


277.4026 


.3 


6691.0347 


289.9690 


.4 


6137.5411 


277.7168 


.4 


6705.5410 


290.2832 


.5 


6151.4348 


278.0309 


.5 


6720.0630 


290.5973 


.6 


6165.3442 


278.3451 


.6 


6734.6008 


290.9115 


.7 


6179.2693 


278.6593 


.7 


6749.1542 


291.2256 


.8 


6193.2101 


278.9740 


.8 


6763.7233 


291.5398 


.9 


6207.1666 


279.2876 


.9 


6778.3082 


291.8540 


89.0 


6221.1389 


279.6017 


93.0 


6792.9087 


292.1681 


.1 


6235.1268 


279.9159 


.1 


6807.5250 


292.4823 


.2 


6249.1304 


280.2301 


.2 


6822.1569 


292.7964 


.3 


6263.1498 


280.5442 


.3 


6836.8046 


293.1106 


A 


6277.1849 


280.8584 


.4 


6851.4680 


293.4248 


.5 


6291.2356 


281.1725 


.5 


6866.1471 


293.7389 


.6 


6305.3021 


281.4867 


.6 


6880.8419 


294.0531 


.7 


6319.3843 


281.8009 


.7 


6895.5524 


294.3672 


.8 


6333.4822 


282.1150 


.8 


6910.2786 


294.6814 


.9 


6347.5958 


282.4292 


.9 


6925.0205 


294.9956 


90.0 


6361.7251 


282.7433 


94.0 


6939.7782 


295.3097 


.1 


6375.8701 


283.0575 


.1 


6954.5515 


295.6239 


2 


6390.0S09 


283.3717 


.2 


6969.3106 


295.9380 


!3 


6404.2073 


283.6858 


.3 


6984.1453 


296.2522 


A 


6418.3995 


284.0000 


A 


6998.9658 


296.5663 


.5 


6432.6073 


284.3141 


.5 


7013.8019 


296.8805 


.6 


6446.8309 


284.6283 


.6 


7028.6538 


297.1947 


.7 


6461.0701 


284.9425 


.7 


7043.5214 


297.5088 


.8 


6475.3251 


285.2566 


.8 


7058.4047 


297.8230 


.9 


6489.5958 


285.5708 


.9 


7073.3033 


298.1371 


91.0 


6503.8822 


285.8849 


95.0 


7088.2184 


298.4513 


.1 


6518.1843 


286.1991 


.1 


7103.1488 


298.7655 


.2 


6532.5021 


286.5133 


.2 


7118.1950 


299.0796 


.3 


6546.8356 


286.8274 


.3 


7133.0568 


299.3938 


A 


6561.1848 


287.1416 


.4 


7148.0343 


299.7079 


.5 


6575.5498 


287.4557 


.5 


7163.0276 


300.0221 


.6 


6589.9304 


287.7699 


.6 


7178.0366 


300.3363 


.7 


6604.3268 


288.0840 


.7 


7193.0612 


300.6504 


.8 


6618.7388 


288.3982 


.8 


7208,1016 


300.9646 


,9 


6633.1666 


288.7124 


.9 


7225.1577 


301.2787 



OAMBKIA .STEEL. 



417 



AREAS AND OmCUMFBBBNOES OP CIRCLES. 

(CONCLUDED.) 



Diameter. 


Area. 


Circumference. 


Diameter. 


Area. 


Circiimference. 


96.0 
.1 
.2 
.3 
.4 


7238.2295 
7253.3170 
7268.4202 
7283.5391 
7298.6737 


301.5929 
301.9071 
302.2212 
302.5354 
302.8405 


98.0 
.1 
.2 
.3 
.4 


7542.9640 
7558.3656 
7573.7830 
7589.2161 
7604.6648 


307.8761 
308.1902 
308.5044 
308.8186 
309.1327 


.5 

.6 
.7 
.8 
.9 


7313.8240 
7328.9901 
7344.1718 
7359.3693 

7374.5824 


303.1637 
303.4779 
303.7920 
304.1062 
304.4203 


.5 
.6 

.7 
.8 
.9 


7620.1293 
7635.6095 
7651.1054 
7666.6170 
7682.1444 


309.4469 
309.7610 
310.0752 
310.3894 
310.7035 


97.0 
.1 
.2 
.3 
A 


7389.8113 
7405.0559 
7420.3162 
7435.5922 
7450.8839 


304.7345 
305.0486 
305.3628 
305.6770 
305.9911 


99.0 
.1 
.2 
.3 

.4 


7697.6893 
7713.2461 
7728.8206 
7744.4107 
7760.0166 


311.0177 
311.3318 
311.6460 
311.9602 
312.2743 


.5 

.6 
.7 
.8 
.9 


7466.1913 
7481.5144 
7496.8532 
7512.2078 
7527.5780 


306.3053 
306.6194 
306.9336 
307.2478 
307.5619 


.5 

.6 

^ .7 
.8 
.9 


7775.6382 
7791.2754 
7806.9284 
7822.5971 
7838.2815 


312.5885 
312.9026 
313.2168 
313.5309 
313.8451 








100.0 


7853.9816 


314.1593 



To find from the table areas or circumferences for larger diameters than those 
given. 

Case I. 

For diameters greater than 100 and less than 1 001 : 

Take from the table the area or circumference for a circle the diameter of which 
is one- tenth of the given diameter. 

To obtain the required area or circumference, multiply the area so found by 100 
and the circumference so found by 10. 

For Example.— What is the area and circumference corresponding to a diameter 
of 459? 

From the tables the area and circumference for diameter 45.9 are 1654.6847 and 
144.1991. Therefore 165 468.47 and 1 441.991 are the area and circumference required. 

Case II. 

For diameters greater than 1000: 

Divide the given diameter by any convenient factor which will give as a quotient 
a diameter found in the table, and take from the table the area or circumference fur 
this diameter. 

To obtain the required area or circumference multiply the area so found by the 
square of the factor and the circumference so found by the factor. 

For Example. — What is the area and circumference corresponding to a diameter 
of 1983? 

1 983 -f- 3 = 661. From the tables and Case I the area and circumference for diam- 
eter 661 are 343 156.95 and 2 076.593. Therefore 343 156.95 X 9 = 3 088 412.55 = area 
required, and 20 765.93 X 3 =- 6 229.779 = circumference required. 



418 


CAMBRIA 


STEEL. 


LOGARITHMS OF NUMBERS. FROM TO 1000. 


No. 





1 


2 


3 


4 


5 


6 


7 


8 


9 








00000 


30103 


47712 


60206 


69897 


77815 


84510 


90309 


95424 


10 


00000 


00432 


1 00860 


01283 


01703 


02118 


02530 


02938 


03342 


03742 


11 


04139 


04532 


04921 


03307 


05690 


06069 


06445 


06818 


07188 


07554 


12 


07918 


08278 


08636 


08990 


09342 


09691 


10037 


10380 


10721 


11059 


13 


11394 


11727 


12057 


12385 


12710 


13083 


13353 


13672 


13987 


14301 


14 


14613 


14921 


15228 


15533 


15836 


16136 


16435 


16731 


17026 


17318 


15 


17609 


17897 


18184 


18469 


18752 


19033 


19312 


19590 


19865 


20139 


16 


20412 


206S2 


20951 


21218 


21484 


21748 


22010 


22271 


22530 


22788 


37 


23045 


23299 


23552 


23804 


240M 


24303 


24551 


24797 


25042 


25285 


18 


25527 


25767 


26007 


26245 


26481 


26717 


26951 


27184 


27415 


27646 


19 


27875 


28103 


28330 


28555 


28780 


29003 


29225 


29446 


29666 


29885 


20 


30103 


30319 


30535 


30749 


30963 


31175 


31386 


31597 


31806 


32014 


21 


32222 


32428 


32633 


32838 


33041 


33243 


33445 


33646 


33845 


34044 


22 


34242 


34439 


34635 


34830 


35024 


35218 


35410 


35602 


35793 


35983 


23 


36173 


36361 


36548 


36735 


36921 


37106 


37291 


37474 


37657 


37839 


24 


38021 


38201 


38381 


38560 


38739 


38916 


39093 


39269 


39445 


39619 


25 


39794 


39967 


40140 


40312 


40483 


40654 


40824 


40993 


41162 


41330 


26 


41497 


41664 


41830 


41995 


42160 


42324 


42488 


42651 


42813 


42975 


27 


43136 


43296 


43456 


43616 


43775 


43933 


44090 


44248 


44404 


44560 


28 


44716 


44870 


45024 


45178 


453B1 


45484 


45636 


45788 


45939 


46089 


29 


46240 


46889 


46538 


46686 


46834 


469S2 


47129 


47275 


47421 


47567 


30 


47712 


47856 


48000 


48144 


48287 


48430 


48572 


48713 


48855 


48995 


31 


49136 


49276 


49415 


495.54 


49693 


49831 


49968 


50105 


50242 


50379 


32 


50515 


50650 


50785 


50920 


510.54 


51188 


51321 


51454 


51587 


51719 


33 


51851 


51982 


52113 


52244 


52374 


52.504 


52633 


52763 


52891 


53020 


34 


53148 


53275 


53402 


53529 


53655 


53-81 


53907 


54033 


54157 


54282 


35 


54407 


54530 


54654 


54777 


54900 


55022 


55145 


55266 


55388 


55509 


36 


55630 


55750 


55870 


55990 


56110 


56229 


56348 


5&466 


56584 


56702 


37 


56820 


56937 


57054 


57170 


57287 


57403 


57518 


57634 


57749 


57863 


38 


57978 


58092 


58206 


58319 


58433 


58546 


58658 


58771 


58883 


58995 


39 


59106 


59217 


59328 


59439 


59549 


59659 


59769 


59879 


59988 


60097 


40 


60206 


60314 


60422 


60530 


60638 


60745 


60852 


60959 


61066 


61172 


41 


61278 


61384 


61489 


61595 


61700 


61804 


61909 


62013 


62118 


62221 


42 


62325 


62428 


62531 


62634 


62736 


62838 


62941 


63042 


63144 


63245 


43 


63347 


63447 


63548 


63648 


63749 


63848 


63948 


64048 


64147 


64246 


44 


64345 


64443 


64542 


64640 


64738 


6483^9 


64933 


65030 


65127 


65224 


45 


65321 


65417 


65513 


65609 


65705 


65801 


65896 


65991 


66086 


66181 


46 


66276 


66370 


66464 


66558 


66651 


66745 


66838 


66931 


67024 


67117 


47 


67210 


67302 


67394 


67486 


67577 


67669 


67760 


67851 


67942 


6S033 


48 


68124 


68214 


68304 


68394 


68484 


68574 


68663 


68752 


68842 


68980 


49 


69020 


69108 


69196 


6£284 


69372 


69460 


69548 


69635 


69722 


69810 


50 


69897 


69983 


70070 


70156 


70243 


70329 


70415 


70500 


705S6 


70671 


51 


70757 


70842 


70927 


71011 


71096 


71180 


71265 


71349 


71433 


71516 


52 


71600 


71683 


71767 


71850 


71933 


72015 


72098 


72181 


72263 


72345 


53 


72428 


72509 


72591 


72672 


72754 


72835 


72916 


72997 


73078 


73158 


54 


73289 


73319 


73399 


73480 


73559 


73639 


73719 


73798 


73878 


73957 



CAMBRIA STEEL. 



419 



LOQARITHMS OP NUMBERS, FROM O TO 1000. 

(Continued.) 



No. 





1 


3 


3 


4 


5 


6 


7 


8 


9 


55 


74036 


74115 


74193 


74272 


74351 


74429 


74507 


74585 


74663 


74741 


56 


74818 


74896 


74973 


75050 


75127 


75204 


75281 


75358 


75434 


75511 


57 


75587 


75663 


75739 


75815 


75891 


75966 


76042 


76117 


76192 


76267 


58 


76342 


76417 


76492 


76566 


76641 


76715 


76789 


76863 


76937 


77011 


59 


77085 


77158 


77232 


77305 


77378 


77451 


77524 


77597 


77670 


77742 


60 


77815 


77887 


77959 


78031 


78103 


78175 


78247 


78318 


78390 


78461 


61 


78533 


78604 


78675 


78746 


78816 


78887 


78958 


79028 


79098 


79169 


62 


79239 


79309 


79379 


79448 


79518 


79588 


79657 


79726 


79796 


79865 


63 


79934 


80002 


80071 


80140 


80208 


80277 


80345 


80413 


80482 


80550 


64 


80618 


80685 


80753 


80821 


80888 


80956 


81023 


81090 


81157 


81224 


65 


81291 


81358 


81424 


81491 


81557 


81624 


81690 


81756 


81822 


81888 


66 


81954 


82020 


82085 


82151 


82216 


82282 


82347 


82412 


82477 


82542 


67 


82607 


82672 


82736 


82801 


82866 


82930 


82994 


83058 


83123 


83187 


68 


83250 


83314 


83378 


83442 


83505 


83569 


83632 


83695 


83758 


83821 


69 


83884 


83947 


84010 


84073 


84136 


84198 


84260 


84323 


84385 


84447 


70 


84509 


84571 


84633 


84695 


84757 


84818 


84880 


84941 


85003 


85064 


71 


85125 


85187 


85248 


85309 


85369 


85430 


85491 


85551 


85612 


85672 


72 


85733 


85793 


85853 


85913 


85973 


86033 


86093 


86153 


86213 


86272 


73 


86332 


86391 


86451 


86510 


86569 


86628 


86687 


86746 


86805 


86864 


74 


86923 


86981 


87040 


87098 


87157 


87215 


87273 


87332 


87390 


87448 


75 


87506 


87564 


87621 


87679 


87737 


87794 


87852 


87909 


87966 


88024 


76 


88081 


88138 


88195 


88252 


88309 


88366 


88422 


88479 


88536 


88592 


77 


88649 


88705 


88761 


88818 


88874 


88930 


88986 


89042 


89098 


89153 


78 


89209 


89265 


89320 


89376 


89431 


89487 


89542 


89597 


89652 


89707 


79 


89762 


89817 


89872 


89927 


89982 


90036 


90091 


90145 


90200 


90254 


80 


90309 


90363 


90417 


90471 


90525 


90579 


90633 


90687 


90741 


90794 


81 


90848 


90902 


90955 


91009 


91062 


91115 


91169 


91222 


91275 


91328 


82 


91381 


91434 


91487 


91540 


91592 


91645 


91698 


91750 


91803 


91855 


83 


91907 


91960 


92012 


92064 


92116 


92168 


92220 


92272 


92324 


92376 


84 


92427 


92479 


92531 


92582 


92634 


92685 


92737 


92788 


92839 


92890 


85 


92941 


92993 


93044 


93095 


93146 


93196 


93247 


93298 


93348 


93399 


86 


93449 


93500 


93550 


93601 


93651 


93701 


93751 


93802 


93852 


93902 


87 


93951 


94001 


94051 


94101 


94151 


94200 


94250 


94300 


94349 


9J398 


88 


94448 


94497 


94546 


94596 


94645 


94694 


94743 


94792 


94841 


94890 


89 


94939 


94937 


95036 


95085 


95133 


95182 


95230 


95279 


95327 


95376 


90 


95424 


95472 


95520 


95568 


95616 


95664 


95712 


95760 


95808 


95856 


91 


95904 


95951 


95999 


96047 


96094 


96142 


96189 


96236 


96284 


96331 


92 


96378 


96426 


96473 


96520 


96567 


96614 


96661 


96708 


96754 


96801 


93 


96848 


96895 


96941 


96988 


97034 


97081 


97127 


97174 


97220 


97266 


94 


97312 


97359 


97405 


97451 


97497 


97543 


97589 


97635 


97680 


97726 


95 


97772 


97818 


97863 


97909 


97954 


98000 


98045 


98091 


98136 


98181 


96 


98227 


98272 


98317 


98362 


98407 


98452 


98497 


98542 


98587 


98632 


97 


98677 


98721 


98766 


98811 


98855 


98900 


98945 


98989 


99033 


99078 


98 


99122 


99166 


99211 


99255 


99299 


99343 


99387 


99431 


99475 


99519 


99 


99563 


99607 


99651 


99694 


99738 


99782 


99825 


99869 


99913 


99956 



420 




CAMBRIA STEEL. 




■ 




NATURAL SINES, COSECANTS, 








TANGENTS, ETC. 






o 



/ 


Sine, 


Cosecant. 


Tangent. 


Cotangent. 


Secant. 


Cosine. 


f 


o 





.000000 


Infinite. 


.000000 


Infinite. 


1.00000 


1.000000 





90 




10 


.002909 


343.77516 


.002909 


343.77371 


1.00000 


.999996 


50 






20 


.005818 


171.88831 


.005818 


171.88540 


1.00002 


.999983 


40 






30 


.008727 


114.59301 


.008727 


114.58865 


1.00004 


.999962 


30 






40 


.011635 


85.945609 


.011636 


85.939791 


1.00007 


.999932 


20 






50 


.014544 


68.757360 


.014545 


68.750087 


1.00011 


.999894 


10 




1 





.017452 


57.298688 


.017455 


57.289962 


1.00015 


.999848 





89 




10 


.020361 


49.114062 


.020365 


49.103881 


1.00021 


.999793 


50 






20 


.023269 


42.975713 


.023275 


42.964077 


1.00027 


.999729 


40 






30 


.026177 


38.201550 


.026186 


38.188459 


1.00034 


.999657 


30 






40 


.029085 


34.382316 


.029097 


34.367771 


1.00042 


.999577 


20 






50 


.031992 


31.257577 


.032009 


31.241577 


1.00051 


.999488 


10 




2 





.034899 


28.653708 


.034921 


28.636253 


1.00061 


.999391 





88 




10 


.037806 


26.450510 


.037834 


26.431600 


100072 


.999285 


50 






20 


.040713 


24.562123 


.040747 


24.541758 


1.00083 


.999171 


40 






30 


.043619 


22.925586 


.043661 


22.903766 


1.00095 


.999048 


30 






40 


.046525 


21.493676 


.046576 


21.470401 


1.00108 


.998917 


20 






50 


.049431 


20.230284 


.049491 


20.205553 


1.00122 


.998778 


10 




3 





.052336 


19.107323 


.052408 


19.081137 


1.00137 


.998630 





87 




10 


.055241 


18.102619 


.055325 


18.074977 


1.00153 


.99&473 


50 






20 


.058145 


17.198434 


.058243 


17.169337 


1.00169 


.998308 


40 






30 


.061049 


16.380408 


.061163 


16.349855 


1.00187 


.998135 


30 






40 


.063952 


15.636793 


.064083 


15.604784 


1.00205 


.997357 


20 






50 


.066854 


14.957882 


.067004 


14.924417 


1.00224 


.997763 


10 




4 





.069756 


14 335587 


.069927 


14.3''0666 


1.00244 


.997564 





86 




10 


.072658 


13.763115 


.072851 


13.726738 


1.00265 


.997357 


50 






20 


.075559 


13.234717 


.075776 


13.196888 


1.00287 


.997141 


40 






30 


.078459 


12.74.5495 


.078702 


12.706205 


1.00309 


.996917 


30 






40 


.081359 


12.291252 


.081629 


12.250505 


1.00333 


.996685 


20 






50 


.084258 


11.868370 


.084558 


11.826167 


1.00357 


.996444 


10 




5 





.087156 


11.473713 


.087489 


11.430052 


1.00382 


.996195 





85 




10 


.090053 


11.104549 


.090421 


11.059431 


1.00408 


.995937 


50 






20 


.092950 


10.758488 


.093354 


10.711913 


1.00435 


.995671 


40 






30 


.095846 


10.433431 


.096289 


10.385397 


1.00463 


.995396 


30 






40 


.098741 


10.127522 


.099226 


10.078031 


1.00491 


.995113 


20 






50 


.101635 


9.8391227 


.102164 


9.7881732 


1.00521 


.9^822 


10 




6 





.104528 


9.5667722 


.105104 


9.5143645 


1.00551 


.994522 





84 




10 


.107421 


9.3091699 


.108046 


9 2553035 


1.00582 


.994214 


50 




o 


20 


.110313 


9.0651512 


.110990 


9.0098261 


1.00614 


.993897 


40 


83 


/ 


Cosine. 


Secant. 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


, 


o 


For functions from 83°-4(y to 90° read from bottom of table upward. 



• 

CAMBRIA STEEL. 




421 


NATURAL SINES, COSECANTS, 






TANGENTS, ETC. 






c 


/ 


Sine. 


Cosecant. 


Tangent. 


Cotangent. 


Secant. 


Cosine. 


30 


o 


6 


80 


.113203 


8.8336715 


.113936 


8.7768874 


1.00647 


.993572 




40 


.116093 


8.6137901 


.116883 


8.5555468 


1.00681 


.993238 


20 






50 


.118982 


8.4045586 


.119833 


8.3449558 


1.00715 


.992896 


10 




7 





.121869 


8.2055090 


.122785 


8.1443464 


1.00751 


.992546 





83 




10 


.124756 


8.0156450 


.125738 


7.9530224 


1.00787 


.992187 


50 






20 


.127642 


7.8344335 


.128694 


7.7703506 


1.00825 


.991820 


40 






30 


.130526 


7.6612976 


.131653 


7.6957541 


1.00863 


.991445 


30 






40 


.133410 


7.4957100 


.134613 


7.4287064 


1.00902 


.991061 


20 






50 


.136292 


7.3371909 


.137576 


7.2687255 


1.00942 


.990669 


10 




8 





.139173 


7.1852965 


.140541 


7.1153697 


1.00983 


.990268 





82 




10 


.142053 


7.0396220 


.143508 


6.9682335 


1.01024 


.989859 


50 






20 


.144932 


6.8997942 


.146478 


6.8269437 


1.01067 


.989442 


40 






30 


.147809 


6.7654691 


.149451 


6.6911562 


1.01111 


.989016 


30 






40 


.150686 


6.6363293 


.152426 


6.5605538 


1.01155 


.988582 


20 






50 


.153561 


6.5120812 


.155404 


6.4348428 


1.01200 


.988139 


10 




9 





.156434 


6.3924532 


.158384 


6.3137515 


1.01247 


.987688 





81 




10 


.159307 


6.2771933 


.161368 


6.1970279 


1.01294 


.987229 


50 






20 


.162178 


6.1660674 


.164354 


6.0844381 


1.01342 


.986762 


40 






30 


.165048 


6.0588980 


.167343 


5.9757644 


1.01391 


.986286 


30 






40 


.167916 


5.9553625 


.170334 


5.8708042 


1.01440 


.985801 


20 






50 


.170783 


5.8553921 


.173329 


5.7693688 


1.01491 


.985309 


10 




10 





.173648 


5.7587705 


.176327 


5.6712818 


1.01543 


.984808 





80 




10 


.176512 


5.6653331 


.179328 


5.5763786 


1.01595 


.984298 


50 






20 


.179375 


5.5749258 


.182332 


5.4845052 


1.01649 


.988781 


40 






30 


.182236 


5.4874043 


.185339 


5.3955172 


1.01703 


.983255 


30 






40 


.185095 


5.4026333 


.188359 


5.3092793 


1.01758 


.982721 


20 






50 


.187953 


5.3204860 


.191363 


5.2256647 


1.01815 


.982178 


10 




11 





.190809 


5.2408431 


.194380 


5.1445540 


1.01872 


.981627 





79 




10 


.193664 


5.1635924 


.197401 


5.0658352 


1.01930 


.981068 


50 






20 


.196517 


5.0886284 


.200425 


4.9894027 


1.01989 


.980500 


40 






30 


.199368 


5.0158317 


,203452 


4.9151570 


1.02049 


.979925 


80 






40 


.202218 


4.9451687 


,206483 


4.8430045 


1.02110 


.979341 


20 






50 


.205065 


4.8764907 


.209518 


4.7728568 


1.02171 


,978748 


10 




12 





.207912 


4.8097343 


.212557 


4.7046301 


1.02234 


.978148 





78 




10 


.210756 


4.7448206 


.215599 


4.6382457 


1.02298 


,977539 


60 






20 


.213599 


4.6816748 


.218645 


4.5736287 


1.02362 


.976921 


40 






30 


.216440 


4.6202263 


.221695 


4.5107085 


1.02428 


.976296 


30 






40 


.219279 


4.5604080 


.224748 


4.4494181 


1.02494 


.975662 


20 






50 


.222116 


4.5021565 


.227806 


4.3896940 


1.02562 


.975020 


10 

/ 


77 

o 


o 


/ 


Cosine. 


Secant. 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


For functions from 77°- 


10' to 830.3 


0' read froi 


Qi bottom < 


3f table up 


ward. 



422 CAMBKIA STEEL. 




NATURAL SINES, COSECANTS, 






TANGENTS, ETC. 






o 


/ 


Sine. 


Cosecant. 


Tangent. 


Cotangent. 


Secant. 


Cosine. 


/ 


o 


13 





.224951 


4.4454115 


.230868 


4.3314759 


1.02630 


.974370 





77 




10 


.227784 


4.3901158 


.233934 


4.2747066 


1.02700 


.973712 


50 






20 


.230616 


4.3362150 


.237004 


4.2193318 


1.02770 


.973045 


40 






30 


.233445 


4.2836576 


.240079 


4.1652998 


1.02842 


.972370 


30 






40 


.236273 


4.2323943 


=243158 


4.1125614 


1.02914 


.971687 


20 






50 


.239098 


4.1823785 


.246241 


4.0610700 


1.02987 


.970995 


10 




14 





.241922 


4.1335655 


.249328 


4.0107809 


1.03061 


.970296 





76 




10 


.244743 


4.0859130 


.252420 


3.9616518 


1.03137 


.969588 


50 






20 


.247563 


4.0393804 


.255517 


3.9136420 


1.03213 


.968872 


40 






30 


.250380 


3.9939292 


.258618 


3.8667131 


1.03290 


.968148 


30 






40 


.253195 


3.9495224 


.261723 


3.8208281 


1.03363 


.967415 


20 






50 


.256008 


3.9061250 


.264834 


3.7759519 


1.03447 


.966675 


10 




15 





.258819 


3.8637033 


.267949 


3.7320508 


1.03528 


.965926 





75 




10 


.261628 


3.822??51 


.271069 


3.6890927 


1.03609 


.965169 


50 






20 


.264434 


3.7816596 


.274195 


3.6470467 


1.03691 


.964404 


40 






30 


.267238 


3.7419775 


.277325 


3.60f.8835 


1.03774 


.963630 


30 






40 


.270040 


3.7031506 


.280460 


3.5655749 


1.03858 


.962849 


20 






50 


.272840 


3.6651518 


.283600 


3.5260938 


1.03944 


.962059 


10 




16 





.275637 


3.6279553 


.286745 


3.4874144 


1.04030 


.961262 





74 




10 


.278432 


3.5915363 


.289896 


3.4495120 


1.04117 


.960456 


50 






20 


.281225 


3.5558710 


.293052 


3.4123626 


1.04206 


.959642 


40 






30 


.284015 


3.5209365 


.296214 


3.3759434 


1.04295 


.958820 


30 






40 


.286803 


3.4867110 


.299380 


3.3402326 


1.04385 


.957990 


20 






50 


.289589 


3.4531735 


.302553 


3.3052091 


1.04477 


.957151 


10 




17 





.292372 


3.4203036 


.305731 


3.2708526 


1.04569 


.956305 





73 




10 


.295152 


3.3880820 


.308914 


3.2371438 


1.04663 


.955450 


50 






20 


.297930 


3.3564900 


.312104 


3.2040638 


1.04757 


.954588 


40 






30 


.300706 


3.3255095 


.315299 


3.1715948 


1.04853 


.953717 


30 






40 


.303479 


3.2951234 


.318500 


3.1397194 


1.04950 


.952838 


20 






50 


.306249 


3.2653149 


.321707 


3.1084210 


1.05047 


.951951 


10 




18 





.309017 


3.2360680 


.324920 


3.0776835 


1.05146 


.951057 





72 




10 


.311782 


3.2073673 


.328139 


3.0474915 


1.05246 


.950154 


50 






20 


.314545 


3.1791978 


.331364 


3.0178301 


1.05347 


.949243 


40 






30 


.317305 


3.151M53 


.334595 


2.9886850 


1.05449 


.948324 


30 






40 


.320062 


3.1243959 


.337833 


2.9600422 


1.05552 


.947397 


20 






50 


.322816 


3.0977363 


.341077 


2.9318885 


1.05657 


.946462 


10 




19 





.325568 


3.0715535 


.344328 


2.9042109 


1.05762 


.945519 





71 




10 


.328317 


3.0458352 


.347585 


2.8769970 


1.05869 


.944568 


50 






20 


.331063 


3.0205693 


.350848 


2.8502349 


1.05976 


.943609 


40 


70 


o 


/ 


Cosine. 


Secant 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


/ 


o 


] 


^or functions from 70°-4 


0' to 77°-0' read from bottom oJ 


r table upv 


rard. 





CAMBRIA STEEL. 




423 




NATURAL SINES, COSECANTS, 






TANGENTS, ETC. 






o 


/ 


Sine. 


Cosecant. 


Tangent. 


Cotangent. 


Secant. 


Cosine. 


f 


o 


19 


30 


.333807 


2.9957443 


.354119 


2.8239129 


1.06085 


.942641 


30 






40 


.336547 


2.9713490 


.357396 


2.7980198 


1.06195 


.941666 


20 






50 


.339285 


2.9473724 


.360680 


2.7725448 


1.06306 


.940684 


10 




20 





.342020 


2.9238044 


.363970 


2.7474774 


1.06418 


.939693 





70 




10 


.344752 


2.9006346 


.367268 


2.7228076 


1.06531 


.938694 


50 






20 


.347481 


2.8778532 


.370573 


2.6985254 


1.06645 


.937687 


40 






30 


.350207 


2.8554510 


.373885 


2.6746215 


1.06761 


.936672 


30 






40 


.352931 


2.8334185 


.377204 


2.6510867 


1.06878 


.935650 


20 






50 


.355651 


2.8117471 


.380530 


2.6279121 


1.06995 


.934619 


10 




21 





.358368 


2.7904281 


.383864 


2.6050891 


1.07115 


.933580 





69 




10 


.361082 


2.7694532 


.387205 


2.5826094 


1.07235 


.932534 


50 






20 


.363793 


2.7488144 


.390554 


2.5604649 


1.07356 


.931480 


40 






30 


.366501 


2.7285038 


.393911 


2.5386479 


1.07479 


.930418 


30 






40 


.369206 


2.7085139 


.397275 


2.5171507 


1.07602 


.929348 


20 






50 


.371908 


2.6888374 


.400647 


2.4959661 


1.07727 


.928270 


10 




22 





.374607 


2.6694672 


.404026 


2.4750869 


1.07853 


.927184 





68 




10 


.377302 


2.6503962 


.407414 


2.4545061 


1.07981 


.926090 


50 






20 


.379994 


2.6316180 


.410810 


2.4342172 


1.08109 


.924989 


40 






30 


.382683 


2.6131259 


.414214 


2.4142136 


1.08239 


.923880 


30 






40 


.385369 


2.5949137 


.417626 


2.3944889 


1.08370 


.922762 


20 






50 


.388052 


2.5769753 


.421046 


2.3750372 


1.08503 


.921638 


10 




23 





.390731 


2.5593047 


.424475 


2.3558524 


1.08636 


.920505 





67 




10 


.393407 


2.5418961 


.427912 


2.3369287 


1.08771 


.919364 


50 






20 


.396080 


2.5247440 


.431358 


2.3182606 


1.08907 


.918216 


40 






30 


.398749 


2.5078428 


.434812 


2.2998425 


1.09044 


.917060 


30 






40 


.401415 


2.4911874 


.438276 


2.2816693 


1.09183 


.915896 


20 






50 


.404078 


2.4747726 


.441748 


2.2637357 


1.09323 


.914725 


10 




24 





.406737 


2.4585933 


.445229 


2.2460368 


1.09464 


.913545 





66 




10 


.409392 


2.4426448 


.448719 


2.2285676 


1.09606 


.912358 


50 






20 


.412045 


2.4269222 


.452218 


2.2113234 


1.09750 


.911164 


40 






30 


.414693 


2.4114210 


.455726 


2.1942997 


1.09895 


.909961 


30 






40 


.417338 


2.3961367 


.459244 


2.1774920 


1.10041 


.908751 


20 






60 


.419980 


2.3810650 


.462771 


2.1608958 


1.10189 


.907533 


10 




25 





.422618 


2.3662016 


.466308 


2.1445069 


1.10338 


.906308 





65 




10 


.425253 


2.3515424 


.469854 


2.1283213 


1.10488 


.905075 


50 






20 


.427884 


2.3370833 


.473410 


2.1123348 


1.10640 


.903834 


40 






30 


.430511 


2.3228205 


.476976 


2.0965436 


1.10793 


.902585 


30 






40 


.433135 


2.3087501 


.480551 


2.0809438 


1.10947 


.901329 


20 






50 


.435755 


2.2948685 


.484137 


2.0655318 


1.11103 


.900065 


10 


64 

o 


o 


/ 


Cosine. 


Secant. 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


Fc 


>r functions from 64°-10 


' to 70°-30' 


read from 


bottom of 


table upw 


ard. 



424 


CAMBRIA STEEL. 








NATURAL SINES, COSECANTS, 






TANGENTS, ETC. 






o 


/ 


Sine. 


Cosecant. 


Tangent. 


Cotangent. 


Secant. 


Cosine. 


f 


o 


26 





.438371 


2.2811720 


.487733 


2.0503038 


1.11260 


.898794 





64 




10 


.440984 


2.2676571 


.491339 


2.0352565 


1.11419 


.897515 


50 






20 


.443593 


2.2M3204 


.494955 


2.0203862 


1.11579 


.896229 


40 






30 


.446198 


2.2411585 


.498582 


2.0056897 


1.11740 


.894934 


30 






40 


.448799 


2.2281681 


.502219 


1.9911637 


1.11903 


.893633 


20 






50 


.451397 


2.2153460 


.505867 


1.9768050 


1.12067 


.892323 


10 




27 





.453990 


2.2026893 


.509525 


1.9626105 


1.12233 


.891007 





63 




10 


.456580 


2.1901947 


.513195 


1.9485772 


1.12400 


.889682 


50 






20 


.459166 


2.1778595 


.516876 


1.9347020 


1.12568 


.888350 


40 






30 


.461749 


2.1656806 


.520567 


1.9209821 


1.12738 


.887011 


30 






40 


.464327 


2.1536553 


.524270 


1.9074147 


1.12910 


.885664 


20 






50 


.466901 


2.1417808 


.527984 


1.8939971 


1.13083 


.884309 


10 




28 


* 


.469472 


2.1300545 


.531709 


1.8807265 


1.13257 


.882948 





62 




10 


.472038 


2.1184737 


.535547 


1.8676003 


1.13433 


.881578 


50 






20 


.474600 


2.1070359 


.539195 


1.8546159 


1.13610 


.880201 


40 






30 


.477159 


2.0957385 


.542956 


1.8417409 


1.13789 


.878817 


30 






40 


.479713 


2.0845792 


.546728 


1.8290628 


1.13970 


.877425 


20 






50 


.482263 


2.0735556 


.550515 


1.81^892 


1.14152 


.876026 


10 




29 





.484810 


2.0626653 


.554309 


1.8040478 


1.14335 


.874620 





61 




10 


.487352 


2.0519061 


.558118 


1.7917362 


1.14521 


.873206 


50 






20 


.489890 


2.0412757 


.561939 


1.7795524 


1.14707 


.8717&4 


40 






30 


.492424 


2.0307720 


,565773 


1.7674940 


1.14896 


.870356 


30 






40 


.494953 


2.0203929 


.569619 


1.7555590 


1.15085 


.868920 


20 






50 


.497479 


2.0101362 


.573478 


1.7437453 


1.15277 


.867476 


10 




30 





.500000 


2.0000000 


.577350 


1.7320508 


1.15470 


.866025 





60 




10 


.502517 


1.9899822 


.581235 


1.7204736 


1.15665 


.864567 


50 






20 


.505030 


1.9800810 


.585134 


1.7090116 


1.15861 


.863102 


40 






30 


.507538 


1.9702944 


.589045 


1.6976631 


1.16059 


.861629 


30 






40 


.510043 


1.9606206 


.592970 


1.68&4261 


1.16259 


.860149 


20 






50 


.512543 


1.9510577 


.596908 


1.6752988 


1.16460 


.858662 


10 




31 





.515038 


1.9416040 


.600861 


1.6642795 


1.16*163 


.857167 





59 




10 


.517529 


1.9322578 


.604827 


1.6533663 


1.16868 


.855665 


50 






20 


.520016 


1.9230173 


.608807 


1.&425576 


1.17075 


.854156 


40 






30 


.522499 


1.91.38809 


.612801 


1.6318517 


1.17J83 


.852640 


30 






40 


.524977 


1.9018469 


.616809 


1.6212469 


1.17493 


.851117 


20 






50 


.527450 


1.8959138 


.620832 


1.6107417 


1.17704 


.849586 


10 




32 





.529919 


1.8870799 


.624869 


1.6003345 


1.17918 


.848048 





58 




10 


.532384 


1.8783438 


.628921 


1.5900238 


1.18133 


.^6503 


50 






20 


.534844 


1.8697040 


.632988 


1.5798079 


1.18350 


.844951 


40 


57 


o 


/ 


Cosine. 


Secant. 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


/ 


o 


Forf 


unctions from 57^-4 


0' to 64°-0' 


read from 


bottom 01 


f table up-v 


rard. 



CAMBRIA STEEL, 



425 



NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 



o 


r 


Sine. 


Cosecant. 


Tangent. 


Coiangent. 


Secant. 


Cosine. 


/ 


o 


32 


30 


.537300 


1.8611590 


.637079 


1.5696856 


1.18569 


.843391 


30 






40 


.539751 


1.8527073 


.641167 


1.5596552 


1.18790 


.841825 


20 






50 


.542197 


1.8443476 


.645280 


1.5497155 


1.19012 


.840251 


10 




33 





.544639 


1.8360785 


.649408 


1.5398650 


1.19236 


.838671 





57 




10 


.547076 


1.8278985 


.653531 


1.5301025 


1.19463 


.837083 


50 






20 


.549509 


1.8198065 


.657710 


1.5204261 


1.19691 


.835488 


40 






30 


.551937 


1.8118010 


.661886 


1.5108352 


1.19920 


.833886 


30 






40 


.554360 


1.8038809 


.666077 


1.5013282 


1.20152 


.832277 


20 






50 


.556779 


1.7960449 


,670285 


1.4919039 


1.20386 


.830661 


10 




34 





.559193 


1.7882916 


.674509 


1.48S5610 


1.20622 


.829038 





56 




10 


.561602 


1.7806201 


.678749 


1.4732983 


1.20859 


.827407 


50 






20 


.564007 


1.7730290 


.683007 


1.4641147 


1.21099 


.825770 


40 






30 


.566406 


1.7655173 


.687281 


1.4550090 


1.21341 


.824126 


30 






40 


.568801 


1.7580837 


.691573 


1.4459801 


1.21584 


.822475 


20 






50 


.571191 


1.7507273 


.695881 


1.4370268 


1.21830 


.820817 


10 




35 





.573576 


1.7434468 


.700208 


1.4281480 


1.22077 


.819152 





55 




10 


.575957 


1.7362413 


.704552 


1.4193427 


1.22327 


.817480 


50 






20 


.578332 


1.7291096 


.708913 


1.4106098 


1.22579 


.815801 


40 






30 


.580703 


1.7220508 


.713293 


1.4019483 


1.22833 


.814116 


30 






40 


.583069 


1.7150639 


.717691 


1.3933571 


1.23089 


.812423 


20 






50 


.585429 


1.7081478 


.722108 


1.3848355 


1.23347 


.810723 


10 




36 





.587785 


1.7013016 


.726543 


1.3763810 


1.23607 


.809017 





54 




10 


.590136 


1.6945244 


.730996 


1.3679959 


1.23869 


.807304 


50 






20 


.592482 


1.6878151 


.735469 


1.3596764 


1.24134 


.805584 


40 






30 


.594823 


1.6811730 


.739961 


1.3514224 


1.24400 


.803857 


30 






40 


.597159 


1.6745970 


.744472 


1.3432331 


1.24669 


.802123 


20 






50 


.599489 


1.6680864 


.749003 


1.3351075 


1.24940 


.800383 


10 




37 





.601815 


1.6616401 


.753554 


1.3270448 


1.25214 


.798636 





53 




10 


.604136 


1.6552575 


.758125 


1.3190441 


1.25489 


.796882 


50 






20 


.606451 


1.6489376 


.762716 


1.3111046 


1.25767 


.795121 


40 






30 


.608761 


1.6426796 


.767627 


1.3032254 


1.26047 


.793353 


30 






40 


.611067 


1.6364828 


.771959 


1.2954057 


1.26330 


.791579 


20 






50 


.613367 


1.6303462 


.776612 


1.2876447 


1.26615 


.789798 


10 




38 





.615661 


1.6242692 


.781286 


1.2799416 


1.26902 


,788011 





52 




10 


.617951 


1.6182510 


.785981 


1.2722957 


1.27191 


.786217 


50 






20 


.620235 


1.612?,908 


.790698 


1.2647062 


1.27483 


.784416 


40 






30 


.622515 


1.6063879 


.795436 


1.2571723 


1.27778 


.782608 


80 






40 


.624789 


1.6005416 


.800196 


1.2496933 


1.28075 


.780794 


20 






60 


.627057 


1.5947511 


.804080 


1.2422685 


1.28374 


.778973 


10 


51 


o 


Cosine. 


Secant. 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


f 


o 



For functions from 5P-10' to 57°-30' read from bottom of table upward. 



426 ( 


CAMBRIA STEEL. 






NATURAL SINES, COSECANTS. 




TANGENTS, ETC. 






o 


f 


Sine. 


Cosecant. 


Tangent. 


Cotfl,Tigent. 


Secant. 


Cosine. 


A 


O 

51 


39 





1 
.629320 i 1.5890157 


.809784 


1.2348972 


1.28676 


.777146 







10 


.631578 I 1.5833318 


.814612 


1.2275786 


1.28980 


.775312 


50 






20 


.633831 


i 1.5777077 


.819463 


1.2203121 


1.29287 


.773472 


40 






30 


.636078 


1.5721337 


.824336 


1.2130970 


1.29597 


.771625 


30 






40 


.638320 


1.5666121 


.829234 


1.2059327 


1.29909 


.769771 


20 






50 


.&40557 


1.5611424 


.834155 


1.19881&4 


1.30223 


.767911 


10 




40 





.&42788 


1.5557238 


.839100 


1.1917536 


1.30541 


.766044 





50 




10 


.645013 


1.5503558 


.844069 


1.1847376 


1.30861 


.764171 


50 






20 


.647233 


1.5450378 


.849062 


1.1777698 


1.31183 


.762292 


40 






30 


.649448 


1.5397690 


.a54081 


1.1708496 


1.31509 


.760406 


30 






40 


.651657 


1.534.5491 


.859124 


1.1639763 


1.31837 


.758514 


20 






50 


.653861 


1.5293773 


.864193 


1.1571495 


1.32168 


.756615 


10 




41 





.656059 


1.5242531 


.869287 


1.1503684 


1.32501 


.754710 





49 




10 


.658252 


1.5191759 


.874407 


1.1436326 


1.32838 


.752798 


50 






20 


.660439 


1.5141452 


.879553 


1.1369414 


1.33177 


.750880 


40 






30 


.662620 


1.5091605 


.881725 


1.1302944 


1.33519 


.748956 


30 






40 


.664796 


1.5{>12211 


.889924 


1.1236909 


1.33864 


.747025 


20 






50 


.666966 


1.4993267 


.895151 


1.1171305 


1.34212 


.745088 


10 




42 





.669131 


1.4944765 


.900404 


1.1106125 


1.34563 


.743145 





48 




10 


.671289 


1.4896703 


.905685 


1.1041365 


1.34917 


.741195 


50 






20 


.673443 


1.4849073 


.9109^4 


1.0977020 


1.35274 


.739239 


40 






30 


.675590 


1.4801872 


.916331 


1.0913085 


1.35634 


.737277 


30 






40 


.677732 


1.4755095 


.921697 


1.0849554 


1.35997 


.735309 


20 






50 


.679868 


1.4708736 


.927091 


1.0786423 


1.36363 


.733335 


10 




43 





.681998 


1.4662792 


.932515 


1.0723687 


1.36733 


.7313.54 





47 




10 


.684123 


1.4617257 


.937968 


1.0661341 


1.37105 


.729367 


50 






20 


.686242 


1.4572127 


.943451 


1.0599381 


1.37481 


.727374 


40 






30 


.688355 


1.4527397 


.948965 


1.0537801 


1.37860 


.725374 


30 






40 


.690462 


1.4483063 


.954508 


1.0476598 


1.38242 


.72.3369 


20 






50 


.692563 


1.4439120 


.960083 


1.0415767 


1.38628 


.721357 


10 




44 





.694658 


1.4395565 


.965689 


1.0355303 


1.39016 


.719340 





46 




10 


.696748 


1.4352393 


.971326 


1.0295203 


1.39409 


.717316 


50 






20 


.698832 


1.4309602 


.976996 


1.0235461 


1.39804 


.715286 


40 






30 


.700909 


1.4267182 


.982697 


1.0176074 


1.40203 


.713251 


30 






40 


.702981 


1.4225134 


.988432 


1.0117088 


1.40606 


.711209 


20 






50 


.705047 


1.4183454 


.994199 


1.0058348 


1.41012 


.709161 


10 




45 




1 


.707107 1.4142136 


1.000000 


l.OOOOOOO , 


1.41421 


.707107 





45 

o 


o 


/ 


Cosine. 


Secant. 


Cotangent. 


Tangent. 


Cosecant. 


Sine. 


/ 


For functions from 45°- 


0' to 51°-0' 


read from 


bottom of 


table upw 


ard. 







CAMBKIA STEEL. 


427 




SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


1 


1 


1 


l.COOOOOO 


1.0000000 


1.000000000 


2 


4 


8 


1.4142136 


1.2599210 


.50000O0('O 


3 


9 


27 


1.7320508 


1.4422496 


.333333333 


4 


16 


64 


2.0000000 


1.5874011 


.250000000 


5 


25 


125 


2.2360680 


1.7099759 


.200000000 


6 


36 


216 


2.4494897 


1.8171206 


.166666667 


7 


49 


343 


2.6457513 


1.9129312 


.142857143 


8 


64 


512 


2.8284271 


2.0000000 


.125000000 


9 


81 


729 


3.0000000 


2.0800837 


.111111111 


10 


100 


1000 


3.1622777 


2.1544347 


.100000000 


11 


121 


1331 


3.3166248 


2.2239801 


.090909091 


12 


144 


1728 


3.4641016 


2.2894286 


.083333333 


13 


169 


2197 


3.6055513 


2.3513347 


.076923077 


14 


196 


2744 


3.7416^74 


2.4101422 


.071428571 


15 


225 


3375 


3.8729833 


2.4662121 


.066666667 


16 


256 


4096 


4.0000000 


2.5198421 


.062500000 


17 


289 


4913 


4.1231056 


2.5712816 


.058823529 


18 


324 


5832 


4.2426407 


2.6207414 


.055555556 


19 


361 


6859 


4.3588989 


2.6684016 


.052631579 


20 


400 


8000 


4.4721360 


2.7144177 


.050000000 


21 


441 


9261 


4.5825757 


2.7589243 


.047619048 


22 


484 


10648 


4.6904158 


2.8020393 


.045454545 


23 


529 


12167 


4.7958315 


2.8138670 


.043478261 


24 


576 


13824 


4.8989795 


2.8844991 


.041666667 


25 


625 


15625 


5.0000000 


2.9240177 


.040000000 


26 


676 


17576 


5.0990195 


2.9624960 


.038461538 


27 


729 


19683 


5.1961524 


3.0000000 


.037037037 


28 


784 


21952 


5.2915026 


3.0365889 


.035714286 


29 


841 


24389 


5.3851648 


3.0723168 


.034482759 


30 


900 


27000 


5.4772256 


3.1072325 


.033333333 


31 


961 


29791 


5.5677644 


3.1413806 


.032258065 


32 


1024 


32768 


5.6568542 


3.1748021 


.031250000 


33 


1089 


35937 


5.7445626 


3.20753 J3 


.030303030 


34 


1156 


39304 


5.8309519 


3.2396118 


.029411765 


35 


1225 


42875 


5.9160798 


3.2710663 


.028571429 


36 


1296 


46656 


6.0000000 


3.3019272 


.027777778 


37 


1369 


50653 


6.0827625 


3.3322218 


.027027027 


38 


1444 


54872 


6.1644140 


3.3619754 


.026315789 


39 


1521 


59319 


6.2449980 


3.3912114 


.025641026 


40 


1600 


64000 


6.324-^553 


3.4199519 


.025000000 


41 


1681 


68921 


6.4031242 


3.4482172 


.024390244 


42 


1764 


74088 


6.4807407 


3.4760266 


.023809524 


43 


1849 


79507 


6.5574385 


3.5033981 


.023255814 


44 


1936 


85184 


6.6332496 


3.5303183 


.022727273 


45 


2025 


91125 


6.7082039 


3.5568933 


.022222222 


46 


2116 


97336 


6.7823300 


3.5830479 


.021739130 


47 


2209 


103823 


6.8556516 


3.6088261 


.021276600 


48 


2304 


110592 


6.9282032 


3.6342411 


.020833333 


49 


2401 


117649 


7.0000000 


3.6593057 


.020408163 


50 


2500 


125000 


7.0710678 


3.6840314 


.020000000 


51 


2601 


132651 


7 1414284 


3.7084298 


.019607843 


52 


2704 


140608 


7.2111026 


3.7325111 


.019230769 


53 


2809 


148877 


7.2801099 


3.7562858 


.018867925 


54 


2916 


157464 


7.3484692 


3.7797631 


.018518519 


55 


3025 


166375 


7.4161985 


3.8029525 


.018181818 


56 


3136 


175616 


7.4833148 


3.8258624 


.017857143 


57 


3249 


185193 


7.5498344 


3.8485011 


.017543860 


58 


3364 


195112 


7.6157731 


3.8708766 


.017241379 


59 


3481 


205379 


7.6811457 


3.8929965 


.016949153 



428 




CAMBKIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, | 




CUBE 


ROOTS, AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


60 


3600 


216000 


7.7459667 


3.9148676 


.016666667 


61 


3721 


226981 


7.8102497 


3.9364972 


.016393443 


62 


3844 


238328 


7.8740079 


3.9578915 


.016129032 


63 


3969 


250047 


7.9372539 


3.9790571 


.01.5873016 


64 


4096 


262144 


8.0000000 


4.0000000 


.015625000 


65 


4225 


274625 


8.0622577 


4.0207256 


.015384615 


66 


4356 


287496 


8.1240384 


4.0412401 


.015151515 


67 


4489 


300763 


8.1853528 


4.0615480 


.014925373 


68 


4624 


314432 


8.2462113 


4.0816551 


.014705882 


69 


4761 


328509 


8.3066239 


4.1015661 


.014492754 


70 


4900 


343000 


8.3666003 


4.1212853 


.014285714 


71 


5041 


357911 


8.4261498 


4.1408178 


.014084.507 


72 


5184 


373248 


8.4852814 


4.1601676 


.013888889 


73 


5329 


389017 


8.5440037 


4.1793390 


.013698630 


74 


5476 


405224 


8.6023253 


4.1983364 


.013513514 


75 


5625 


421875 


8.6602.540 


4.2171633 


.013333333 


76 


5776 


438976 


8.7177979 


4.2358236 


.0131.57895 


77 


5929 


456533 


8.7749644 


4.2.543210 


.012987013 


78 


6084 


474552 


8.8317609 


4.2726586 


.012820513 


79 


6241 


493039 


8.8881944 


4.2908404 


.012658228 


80 


&400 


512000 


8.9142719 


4.3088695 


.012500000 


81 


6561 


531441 


9.0000000 


4.3267487 


.012345679 


82 


6724 


551368 


9.0553851 


4.3444815 


.012195122 


83 


6889 


571787 


9.1104336 


4.3620707 


.012048193 


84 


7056 


592704 


9.1651514 


4.3795191 


.011904762 


85 


7225 


614125 


9.2195445 


4.3968296 


.011764706 


86 


7396 


636056 


9.2736185 


4.4140049 


.011627907 


87 


7569 


658503 


9.3273791 


4.4310476 


.011494253 


88 


7744 


681472 


9.3808315 


4.4479602 


.011363636 


89 


7921 


704969 


9.4339811 


4.4647451 


.011235955 


90 


8100 


729000 


9.4868330 


4.4814047 


.011111111 


91 


8281 


753571 


9.5393920 


4.4979414 


.010989011 


92 


8464 


778688 


9.5916630 


4.5143574 


.010869565 


93 


8649 


804357 


9.6436508 


4.5306549 


.010752688 


94 


8836 


830584 


9.6953597 


4.5468359 


.010638298 


95 


9025 


857375 


9.7467943 


4.5629026 


,010526316 


96 


9216 


884736 


9.7979590 


4.5788570 


.010416667 


97 


9409 


912673 


9.8488578 


4.5947009 


.010309278 


98 


9604 


941192 


9.8994949 


4.6104363 


.010204082 


99 


9801 


970299 


9.9498744 


4.6260650 


.010101010 


100 


10000 


1000000 


10.0000000 


4.6415888 


.010000000 


101 


10201 


1030301 


10.0498756 


4.6570095 


.009900990 


102 


10404 


1061208 


10.0995049 


4.6723287 


.009803922 


103 


10609 


1092727 


10.1488916 


4.687.5482 


.009708738 


104 


10816 


1124864 


10.1980390 


4.7026694 


.009616385 


105 


11025 


1157625 


10.2469508 


4.7176940 


,009523810 


106 


11236 


1191016 


10.2956301 


4.7326235 


.009433962 


107 


11449 


1225043 


10.3440804 


4.7474594 


.009345794 


108 


11664 


1259712 


10.3923048 


4.7622032 


.009259259 


109 


11881 


1295029 


10.4403065 


4.7768562 


.009174312 


110 


12100 


1331000 


10.4880885 


4.7914199 


.009090909 


111 


12:321 


1367631 


10.5356538 


4.80.58955 


.009009009 


112 


12.544 


1404928 


10.5830052 


4.8202845 


.008928571 


113 


12769 


1442897 


10.6301458 


4.8345881 


.008849558 


114 


12996 


1481544 


10.6770783 


4.8i88076 


.008771930 


115 


13225 


1520875 


10.7238053 


4.8629442 


.008695652 


116 


13456 


1560896 


10.7703296 


4.8769990 


.008620690 


117 


13689 


1601613 


10.8166538 


4.8909732 


.008547009 


118 


13924 


1643032 


10.8627805 


4.9048681 


.008474576 


119 


14161 


1685159 


10.9087121 


4.9186847 


.008403361 







CAMBKIA STEEL. 


429 




SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Sc[uares. 


Cubes. 


Spare Roots. 


Cube Roots. 


Reciprooals, 


120 


14400 


1728000 


10.9544512 


4.93242^2 


.008333333 


121 


14641 


1771561 


11.0000000 


4.9460874 


.008264463 


122 


14884 


1815848 


11.0453610 


4.9596757 


.008196721 


123 


15129 


1860867 


11.0905365 


4.9731898 


.008130081 


124 


15376 


1906621 


11.1355287 


4.9866310 


.008064516 


125 


15625 


1953125 


11.1803399 


5.0000000 


.008000000 


126 


15876 


2000376 


11.2249722 


5.0132979 


.007936508 


127 


16129 


2048383 


11.2694277 


5.0265257 


.007874016 


128 


16384 


2097152 


11.3137085 


5.0396842 


.007812500 


129 


16641 


2146689 


11.3578167 


5.0527743 


.007751938 


180 


16900 


2197000 


11.4017543 


5.0657970 


.007692308 


131 


17161 


2248091 


11.4455231 


5.0787531 


.007633588 


132 


17424 


2299968 


11.4891253 


5.0916434 


.007575758 


133 


17689 


2352637 


11.5325626 


5.1044687 


.007518797 


134 


17956 


2406104 


11.5758369 


5.1172299 


.007462687 


135 


18225 


2460375 


11.6189500 


5.1299278 


.007407407 


136 


18496 


2515456 


11.6619038 


5.1425632 


.007352941 


337 


18769 


2571353 


11.7046999 


5.1551367 


.007299270 


138 


19044 


2628072 


11.7473401 


5.1676493 


.007246377 


139 


19321 


2685619 


11.7898261 


5.1801015 


.007194245 


140 


19600 


2744000 


11.8321596 


5.1924941 


.007142857 


141 


19881 


2803221 


11.8743421 


5.2048279 


.007092199 


142 


20164 


2863288 


11.9163753 


5.2171034 


.007042254 


143 


20449 


2924207 


11.9582607 


5.2293215 


.006993007 


144 


20736 


2985984 


12.0000000 


5.2414828 


.006944444 


145 


21025 


3048625 


12.0415946 


5.2535879 


.006896552 


146 


21316 


3112136 


12.0830460 


5.2656374 


.006849315 


147 


21609 


3176523 


12.1243557 


5.2776321 


.006802721 


148 


21904 


3241792 


12.1655251 


5.2895725 


.006756757 


149 


22201 


3307949 


12.2065556 


5.3014592 


.006711409 


150 


22500 


3375000 


12.2474487 


5.3132928 


.006666667 


151 


22801 


3442951 


12.2882057 


5.3250740 


.006622517 


152 


23104 


3511808 


12.3288280 


5.3368033 


.006578947 


153 


23409 


3581577 


12.3693169 


5.3484812 


.006535948 


154 


23716 


3652264 


12.4096736 


5.3601084 


.006493506 


155 


24025 


3723875 


12.4498996 


5.3716854 


.006451613 


156 


24336 


3796416 


12.4899960 


5.3832126 


.006410256 


157 


24649 


3869893 


12.5299641 


5.3946907 


.006369427 


158 


24964 


3944312 


12.5698051 


5.4061202 


.006329114 


159 


25281 


4019679 


12.6095202 


5.4175015 


.006289308 


160 


25600 


4096000 


12.6491106 


5.4288352 


.006250000 


161 


25921 


4173281 


12.6885775 


5.4401218 


.006211180 


162 


26244 


4251528 


12.7279221 


5.4513618 


.006172840 


163 


26569 


4330747 


12.7671453 


5.4625556 


.006134969 


164 


26896 


4410944 


12.8062485 


5.4737037 


.006097561 


165 


27225 


4492125 


12.8452326 


5.4848066 


.006060606 


166 


27556 


4574296 


12.8840987 


5.4958647 


.006024096 


167 


27889 


4657463 


12.9228480 


5.5068784 


.005988024 


168 


28224 


4741632 


12.9614814 


5.5178484 


.005952381 


169 


28561 


4826809 


13.0000000 


5.5287748 


.005917160 


170 


28900 


4913000 


13.0384048 


5.5396583 


.005882353 


171 


29241 


5000211 


13.0766968 


5.5504991 


.005847953 


172 


29584 


5088448 


13.1148770 


5.5612978 


.005813953 


173 


29929 


5177717 


13.1529464 


5.5720546 


.005780347 


174 


30276 


6268024 


13.1909060 


5.5827702 


.005747126 


175 


30625 


5359375 


13.2287566 


5.5934447 


.005714286 


176 


30976 


5451776 


13.2664992 


5.6040787 


.005681818 


177 


31329 


5545233 


13.3041347 


5.6146724 


.005649718 


178 


31684 


5639752 


13.3416641 


5.6252263 


.005617978 


179 


32041 


5735339 


13.3790882 


5.6357408 


.005586592 | 



430 




CAMBBIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


180 


32400 


5832000 


13.4164079 


5.6462162 


.005555556 


181 


32761 


5929741 


13.4536240 


5.6566528 


.005524862 


182 


33124 


602S568 


13.4907376 


5.6670511 


.005494505 


183 


33489 


6128487 


13.5277493 


5.6774114 


.005464481 


184 


33856 


6229504 


13.5646600 


5.6877340 


.005434783 


185 


34225 


6331625 


13.6014705 


5.6980192 


.005405405 


186 


34596 


6434856 


13.6381817 


5.7082675 


.005376344 


187 


34969 


0539203 


13.6747943 


5.7184791 


.005347594 


188 


35344 


6644672 


13.7113092 


5.7286543 


.005319149 


189 


35721 


6751269 


13.7477271 


5.7387936 


.005291005 


190 


36100 


6859000 


13.7840488 


5.7488971 


.005263158 


191 


36481 


6967871 


13.8202750 


5.7589652 


.005235602 


192 


36864 


7077888 


13.8564065 


5.7689982 


.005208333 


193 


37249 


7189057 


13.8924440 


5.7789966 


.005181347 


194 


37636 


7301384 


13.9283883 


5.7889604 


.005154639 


195 


38025 


7414875 


13.9t>42400 


5.7988900 


.005128205 


196 


38416 


7529536 


14.0000000 


5.8087857 


.005102041 


197 


38809 


7645373 


14.0356688 


5.8186479 


.005076142 


198 


39204 


7762392 


14.0712473 


5.82M767 


.005050505 


199 


39601 


7880599 


14.1067360 


5.8382725 


.005025126 


200 


40000 


8000000 


14.1421356 


5.8480355 


.005000000 


201 


40401 


8120601 


14.1774469 


5.8577660 


.004975124 


202 


40804 


8242408 


14.2126704 


5.8674643 


.004950495 


203 


41209 


8365427 


14.2478068 


5.8771307 


.004926108 


204 


41616 


8489664 


14.2828569 


5.8867653 


.004901961 


205 


42025 


8615125 


14.3178211 


5.8963685 


.004878049 


206 


42436 


8741816 


14.3527001 


5.9059406 


.0048-54369 


207 


42849 


8869743 


14.3874946 


5.9154817 


.004830918 


208 


43264 


8998912 


14.4222051 


5.9249921 


.004807692 


209 


436S1 


9129329 


14.4568323 


5.9344721 


.004784689 


210 


44100 


9261000 


14.4913767 


5.0439220 


.004761905 


211 


44521 


9393931 


14.5258390 


5.9533418 


.004739336 


212 


44944 


9528128 


14.5602198 


5.9627320 


.004716981 


213 


45369 


9663597 


14.5945195 


5.9720926 


.004694836 


214 


45796 


9800344 


14.62S7388 


5.9814240 


.004672897 


215 


46223 


9938375 


14.6628783 


5.9907264 


.004651163 


216 


46656 


10077696 


14.6969385 


6.0000000 


.004629630 


217 


47089 


10218313 


14.7309199 


6.0092450 


.004608295 


218 


47524 


10360232 


14.7&48231 


6.0184617 


.0045S7156 


219 


47961 


10503459 


14.7986486 


6.0276502 


.004566210 


220 


48400 


10&48000 


14.8323970 


6.0368107 


.004545455 


221 


48841 


10793861 


14.8660687 


6.045^35 


.004524887 


222 


49284 


10941048 


14.8996644 


6.0550489 


.004504505 


223 


49729 


11089567 


14.9331845 


6.0641270 


.004484305 


224 


50176 


11239424 


14.9666295 


6.0731779 


.004464286 


225 


50625 


11390625 


15.0000000 


6.0822020 


.004444444 


226 


51076 


11543176 


15.0332964 


6.0911994 


.004424779 


227 


51529 


11697083 


15.0665192 


6.1001702 


.004405286 


228 


51984 


11852352 


15.0996689 


6.1091147 


.004385965 


229 


52441 


120U8989 


15.1327460 


6.1180332 


.004366812 


230 


52900 


12167000 


15.1657509 


6.1269257 


.004347826 


231 


.•^3361 


12326391 


15.1986842 


6.1357924 


.0043J90O4 


232 


53824 


12487168 


15.2315462 


6.1446337 


.004310345 


233 


54289 


12<>49337 


15.2(>43375 


6.1534495 


.00429184.5 


234 


54756 


12812904 


15.2970585 


6.1622401 


.004273504 


235 


55225 


12977875 


15.3297097 


6.1710058 


.004255319 


2:^6 


55696 


13144256 


15.3622915 


6.1707466 


.004237288 


237 


56169 


13312053 


15.3948043 


6.1884628 


.004219409 


238 


56644 


1.3481272 


15.4272486 


6.1971544 


.004201681 


-239 - 


5712L. 


. . 136.51919 


15.4596248 


6.2058218 


.004184100 







CAMBRIA STEEL. 


431 




SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


240 


57600 


13824000 


15.4919334 


6.2144650 


.004166667 


241 


58081 


13997521 


15.5241747 


6.2230843 


.004149378 


242 


58564 


14172488 


15.5563492 


6.2316797 


.004132231 


243 


59049 


14348907 


15.5884573 


6.2402515 


.004115226 


244 


59536 


14526784 


15.6204994 


6.2487998 


.004098361 


245 


60025 


14706125 


15.6524758 


6.2573248 


.004081633 


246 


60516 


14886936 


15.6843871 


6.2658266 


.004065041 


247 


61009 


15069223 


15.7162336 


6.2743054 


.004048583 


248 


61504 


15252992 


15.7480157 


6.2827613 


.004032258 


249 


62001 


15438249 


15.7797338 


6.2911946 


.004016064 


250 


62500 


15625000 


15.8113883 


6.2996053 


.004000000 


251 


63001 


15813251 


15.8429795 


6.3079935 


.003984064 


252 


63504 


16)03008 


15.8745079 


6.3163596 


.003968254 


253 


64009 


16194277 


15.9059737 


6.3247035 


.003952569 


254 


64516 


16387064 


15.9373775 


6.3330256 


.003937008 


255 


65025 


16581375 


15.9687194 


6.3413257 


.003921569 


256 


65536 


16777216 


16.0000000 


6.3496042 


.00391)6250 


257 


66049 


16974593 


16.0312195 


6.3578611 


.003891051 


258 


66564 


17173512 


16.0623784 


6.3660968 


.003875969 


259 


67081 


17373979 


16.0934769 


6.3743111 


.003861004 


260 


67600 


17576000 


16.1245155 


6.3825043 


.003846154 


261 


68121 


17779581 


16.1554944 


6.3906765 


.003831418 


262 


68644 


17984728 


16.1864141 


6.3988279 


.003816794 


263 


69169 


18191447 


16.2172747 


6.4069585 


.003802281 


264 


69696 


18399744 


16.2480768 


6.4150687 


.003787879 


265 


70225 


18609625 


16.2788206 


6.4231583 


.003773585 


266 


70756 


18821096 


16.3095064 


6.4312276 


.003759398 


267 


71289 


19034163 


16.3401346 


6.4392767 


.003745318 


268 


71824 


19248832 


16.3707<'55 


6.4473057 


.003731343 


269 


72361 


19465109 


16.4012195 


6.4553148 


.003717472 


270 


72900 


19683000 


16.4316767 


6.4633041 


.003703704 


271 


73441 


19902511 


16.4620776 


6.4712736 


.003690037 


272 


73984 


20123648 


16.4924225 


6.4792236 


.003676471 


273 


74529 


20346417 


16.5227116 


6.4871541 


.003663004 


274 


75076 


20570824 


16.5529454 


6.4950653 


.003649635 


275 


75625 


20796875 


16.5831240 


6.5029572 


.003636364 


276 


76176 


21024576 


16.6132477 


6.5108300 


.003623188 


277 


76729 


21253933 


16.6433170 


6.5186839 


.003610108 


278 


77284 


21484952 


16.6733320 


6.5265189 


.003597122 


279 


77841 


21717639 


16.7032931 


6.5343351 


.003584229 


280 


78400 


21952000 


16.7382005 


6.5421326 


.003571429 


281 


78961 


22188041 


16.7630546 


6.5499116 


.003558719 


282 


79524 


22425768 


16.7928556 


6.5576722 


.003546099 


283 


80089 


22665187 


16.8226038 


6.5654144 


.003533569 


284 


80656 


22906304 


16.8522995 


6.5731385 


.003521127 


285 


81225 


23149125 


16.8819430 


6.5808443 


.003508772 


286 


81796 


23393656 


16.9115345 


6.5885323 


.003496503 


287 


82369 


23639903 


16.9410743 


6.5962023 


.003484321 


288 


82944 


23887872 


16.9705627 


6.6038545 


.003472222 


289 


83521 


24137569 


17.0000000 


6.6114890 


.003460208 


290 


84100 


24389000 


17.0293864 


6.6191060 


.003448276 


291 


84681 


24642171 


17.0587221 


6.6267054 


.003436426 


292 


85264 


24897088 


17.0880075 


6.6342874 


.003424658 


293 


85849 


25153757 


17.1172428 


6.6418522 


.003412969 


294 


86436 


25412184 


17.1464282 


6.6493998 


.003401361 


295 


87025 


25672375 


17.1755640 


6.6569302 


.003389831 


296 


87616 


25934336 


17.2046505 


6.6614437 


.003378378 


297 


88209 


26198073 


17.2336879 


6.6719403 


.003367003 


298 


88804 


26463592 


17.2626765 


6.6794200 


.003355705 


299 


89401 


26730899 


17.2916165 


6.6868831 


.003344482 



433 




CAMBRIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Sijuare Roots. 


Cube Roots. 


Reciprocals. 


300 


90000 


27000000 


17.3205081 


6.6943295 


.003333333 


301 


90601 


27270901 


17.3493516 


6.7017593 


.003322259 


302 


91204 


27543608 


17.3781472 


6.7091729 


.003311258 


303 


91S09 


27818127 


17.4068952 


6.7165700 


.003300330 


30^ 


92416 


28094464 


17.4355958 


6.7239508 


.003289474 


305 


93025 


28372625 


17.4642492 


6.7313155 


.003278689 


306 


93636 


28652616 


17.4928557 


6.7386641 


.003267974 


307 


94249 


28934443 


17.5214155 


6.7459967 


.003257329 


308 


94864 


29218112 


17.5499288 


6.7533134 


.003246753 


309 


95481 


29503629 


17.5783958 


6.7606143 


.003236246 


310 


96100 


29791000 


17.6068169 


6.7678995 


.003225806 


311 


96721 


3008023 L 


17.6351921 


6.7751690 


.003215434 


312 


97344 


30371328 


17.6635217 


6.7824229 


.003205128 


3J3 


97969 


30664297 


17.6918060 


6.7896613 


.003194888 


314 


98596 


30959144 


17.7200451 


6.7968844 


.003184713 


315 


99225 


31255875 


17.74S2393 


6.8040921 


.003174603 


316 


99856 


31554496 


17.7763888 


6.8112847 


.003164557 


317 


100489 


31855013 


17.8044938 


6.8184620 


.003154574 


318 


101124 


32157432 


17.8325545 


6.8256242 


.003144654 


319 


101761 


32461759 


17.8605711 


6.8327714 


.003134796 


320 


102400 


32768000 


17.8885438 


6.8399037 


.003125000 


321 


103041 


33076161 


17.9164729 


6.8470213 


.003115265 


322 


1036.^ 


33386248 


17.9443584 


6.CS541240 


.003105590 


323 


104329 


33698267 


17.9722008 


6.8612120 


.003095975 


324 


104976 


34012224 


18.0000000 


6.8682855 


.003086420 


325 


105625 


34328125 


18.0277564 


6.8753443 


.003076923 


326 


106276 


34645976 


18.0554701 


6.8823888 


.0030674S5 


327 


106929 


34965783 


18.0831413 


6.8894188 


.003058104 


328 


107584 


35287552 


18.1107703 


6.8964345 


.003048780 


329 


108241 


35611289 


18.1383571 


6.9034359 


.003039514 


330 


108900 


35937000 


18.1659021 


6.9104232 


.003030303 


331 


109561 


36264691 


18.1934054 


6.9173964 


.003021148 


332 


110224 


36594368 


18.2208672 


6.9243556 


.003012048 


333 


110S89 


36926037 


18.24S2876 


6.9313008 


.003003003 


334 


111556 


37259704 


18.2756669 


6.9382321 


.002994012 


335 


112225 


37595875 


18.3030052 


6.9451496 


.002985075 


336 


112S96 


37933056 


18.3303028 


6.9520533 


.002976190 


337 


113569 


3^272753 


18.3575598 


6.9589434 


.002967359 


338 


114244 


38614472 


18.3847763 


6.9658198 


.002958580 


339 


114921 


3S95b219 


18.4119526 


6.9726826 


.002949853 


340 


115600 


39304000 


18.4390889 


6.9795321 


.002941176 


341 


316281 


39651821 


18.4661853 


6.9863681 


.002932551 


342 


116964 


40001688 


18.4932420 


6.9931906 


.002923977 


343 


117649 


40353607 


18.5202592 


7.0000000 


.002915452 


344 


118336 


40707584 


18 5472370 


7.0067962 


.0<J2906977 


345 


119025 


41063625 


18.5741756 


7.0135791 


.002898551 


346 


119716 


41421736 


18.6010752 


7.0203490 


.002890173 


347 


120409 


41781923 


18.6279360 


7.0271058 


.002881844 


348 


121104 


42144192 


18.6547581 


7.0338497 


.002873563 


349 


121801 


42508^9 


18.6815417 


7.0405806 


.002S65330 


350 


122500 


42875000 


18.7082869 


7.0472987 


.002857143 


351 


123201 


43243551 


18.7349940 


7.0W0041 


.002849003 


352 


123904 


4361420S 


18.7616630 


7.0606967 


.002S40909 


353 


324609 


43986977 


18.7882942 


7.0673767 


.002832861 


354 


125316 


44361864 


18.8148877 


7.0740440 


.002824859 


355 


126025 


44738875 


18.8414137 


7.0806988 


.002816901 


356 


126736 


45118016 


18.8679623 


7.0873411 


.002808989 


357 


127449 


45499293 


18.8944436 


7.0939709 


.002801120 


358 


1281&4 


45*82712 


18.92 887^) 


7.1005885 ' 


.002793296 


359 


128881 


46268279 


18.9472953 


7.1071937 : 


.002785515 







CAMBKIA STEEL. 


433 




SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 
.002777778 


360 


129600 


46656000 


18.9736660 


7.1137866 


361 


130321 


47045881 


19.0000000 


7.1203674 


.002770083 


362 


131044 


47437928 


19.0262976 


7.1269360 


.002762431 


363 


131769 


47832147 


19.0525589 


7.1334925 


.002754821 


364 


132496 


48228544 


19.0787840 


7.1400370 


.002747253 


365 


133225 


48627125 


19.1049732 


7.1465695 


.002739726 


366 


133956 


49027896 


19.1311265 


7.1530901 


.002732240 


367 


134689 


49430863 


19.1572441 


7.1595988 


.002724796 


368 


135424 


49836032 


19.1833261 


7.1660957 


.002717391 


369 


136161 


50243409 


19.2093727 


7.1725809 


.002710027 


370 


136900 


50653000 


19.2353841 


7.1790544 


.002702703 


371 


137641 


51064811 


19.2613603 


7.1855162 


.002695418 


372 


138384 


51478848 


19.2873015 


7.1919663 


.002688172 


373 


139129 


51895117 


19.3132079 


7.1984050 


.002680965 


374 


139876 


52313624 


19.3390796 


7.2048322 


.002673797 


375 


140625 


52734375 


19.3649167 


7.2112479 


.002666667 


376 


141376 


53157376 


19.3907194 


7.2176522 


.002659574 


377 


142129 


53582633 


19.4164878 


7.2240450 


.002652520 


378 


142884 


54010152 


19.4422221 


7.2304268 


.002645503 


379 


143641 


54439939 


19.4679223 


7.2367972 


.002638522 


380 


144400 


54872000 


19.4935887 


7.2431565 


.002631579 


381 


145161 


55306341 


19.5192213 


7.2495045 


.002624672 


382 


145924 


55742968 


19.5448203 


7.2558415 


.002617801 


383 


146689 


56181887 


19.5703858 


7.2621675 


.002610966 


384 


147456 


56623104 


19.5959179 


7.2684824 


.002604167 


385 


148225 


57066625 


19.6214169 


7.2747864 


,002597403 


386 


148996 


57512456 


19.6468827 


7.2810794 


.002590674 


387 


149769 


57960603 


19.6723156 


7.2873617 


.002583979 


388 


150544 


58411072 


19.6977156 


7.2936330 


.002577320 


389 


151321 


58863869 


19.7230829 


7.2998936 


.002570694 


390 


152100 


59319000 


19.7484177 


7.3061436 


.002564103 


391 


152881 


59776471 


19.7737199 


7.3123828 


.002557545 


392 


153664 


60236288 


19.7989899 


7.3186114 


.002551020 


393 


154449 


60698457 


19.8242276 


7.3248295 


.002544529 


394 


155236 


61162984 


19.8494332 


7.3310369 


.002538071 


395 


156025 


61629875 


19.8746069 


7.3372339 


.002531646 


396 


156816 


62099136 


19.8997487 


7.3434205 


.002525253 


397 


157609 


62570773 


19.9248588 


7.3495966 


.002518892 


398 


158404 


63044792 


19.9499373 


7.3557624 


.002512563 


S99 


159201 


63521199 


19.9749844 


7.3619178 


.002506266 


400 


160000 


64000000 


20.0000000 


7.3680630 


.002500000 


401 


160801 


64481201 


20.0249844 


7.3741979 


.002493766 


402 


161604 


64964808 


20.0499377 


7.3803227 


.002487562 


403 


162409 


65450827 


20.0748599 


7.3864373 


.002481390 


404 


163216 


65939264 


20.0997512 


7.3925418 


.002475248 


405 


164025 


66430125 


20.1246118 


7.3986363 


.002469136 


406 


164836 


66923416 


20.1494417 


7.4047206 


.002463054 


407 


165649 


67419143 


20.1742410 


7.4107950 


.002457002 


408 


166464 


67917312 


20.1990099 


7.4168595 


.002450980 


409 


167281 


68417929 


20.2237484 


7.4229142 


.002444988 


410 


168100 


68921000 


20.2484567 


7.4289589 


.002439024 


411 


168921 


69426531 


20.2731349 


7.4349938 


.002433090 


412 


169744 


69934528 


20.2977831 


7.4410189 


.002427184 


413 


170569 


70444997 


20.3224014 


7.4470342 


.002421308 


414 


171396 


70957944 


20.3469899 


7.4530399 


.002415459 


415 


172225 


71473375 


20.3715488 


7.4590359 


.002409639 


416 


173056 


71991296 


20.3960781 


7.4650223 


.002403846 


417 


173889 


72511713 


20.4205779 


7.4709991 


.002398082 


418 


17472i 


73034632 


20.4450483 


7.4769664 


.002392344 


419 


175561 


73560059 


20.4694895 


7.4829242 


.002386635 



434 




CAMBRIA STEEL. 


1 




SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


120 


176400 


74088000 


20.4939015 


7.4838724 


.002380952 


421 


177241 


74618461 


20.5182845 


7.4948113 


.002375297 


422 


178084 


75151448 


20.^26386 


7.5007406 


.002369668 


423 


178929 


75686967 


20.5669638 


7.5066607 


.002364066 


424 


179776 


76225024 


20.5912603 


7.5125715 


.002358491 


425 


180625 


76765625 


20.6155281 


7.5184730 


.002352941 


426 


181476 


77308776 


20.6397674 


7.5243652 


.002347418 


427 


182329 


77854483 


20.6639783 


7.5302482 


.002341920 


428 


183184 


78402752 


20.6881609 


7.5361221 


.002336449 


429 


184041 


78953589 


20.7123152 


7.5419867 


.002331002 


430 


184900 


79507000 


20.7364414 


7.5478423 


.002325581 


431 


185761 


80062991 


20.7605395 


7.5536888 


.002320186 


432 


186624 


80621568 


20.7846097 


7.5595263 


.002314815 


433 


187489 


81182737 


20.8086520 


7.5653548 


.002309469 


434 


188356 


81746504 


20.8326667 


7.5711743 


.002304147 


435 


189225 


82312875 


20.8566536 


7.5769849 


.002298851 


436 


190096 


82881856 


20.8806130 


7.5827865 


.002293578 


437 


190969 


83453453 


20.90454.50 


7.5885793 


.002288330 


438 


191844 


84027672 


20.9284495 


7.5943633 


.002283105 


439 


192721 


84604519 


20.9523268 


7.6001385 


.002277904 


440 


193600 


85184000 


20.9761770 


7.6059049 


.002272727 


441 


194481 


85766121 


21.0000000 


7.6116626 


.002267574 


442 


195364 


86350888 


21.0237960 


7.6174116 


.00-2262443 


443 


196249 


8693S307 


21.0475652 


7.6231519 


,002257336 


444 


197136 


87528384 


21.0713075 


7.6288837 


.002252252 


445 


198025 


88121125 


21.0950231 


7.6346067 


.002247191 


446 


198916 


88716536 


21.1187121 


7.6403213 


.002242152 


447 


199809 


89314623 


21.1423745 


7.6460272 


.002237136 


448 


200704 


89915392 


21.1660105 


7.6517247 


.002232143 


449 


201601 


90518849 


21.1896201 


7.6574138 


.002227171 


450 


202500 


91125000 


21.2132034 


7.6630943 


.002222222 


451 


203401 


91733851 


21.2367606 


7.6687665 


.002217295 


452 


204304 


9234.5408 


21.2602916 


7.6744303 


.002212389 


453 


205209 


92959677 


21.2837967 


7.6800857 


.002207506 


454 


206116 


93576664 


21.3072758 


7.68.57328 


.002202643 


455 


207025 


94196375 


21.3307290 


7.6913717 


.002197802 


456 


207936 


94818816 


21.3541565 


7.6970023 


.002192982 


457 


208849 


95443993 


21.3775583 


7.7026246 


.002188184 


458 


2097&4 


96071912 


21.4009346 


7.7082388 


.002183406 


459 


210681 


96702579 


21.4242853 


7.7138448 


.002178649 


460 


211600 


97336000 


21.4476106 


7.7104426 


.002173913 


461 


212521 


97972181 


21.4709106 


7.7250325 


.002169197 


462 


213444 


98611128 


21.4941853 


7.7306141 


.002164502 


463 


214369 


99252847 


21.5174348 


7.7361877 


.002159827 


464 


215296 


99897344 


21.5406592 


7.7417532 


.002155172 


465 


216225 


100.544625 


21.5638587 


7.7473109 


.002150538 


466 


217156 


101194696 


21.5870331 


7.7528606 


.002145923 


467 


218089 


101847563 


21.6101828 


7.7584023 


.002141328 


468 


219024 


102503232 


21.6333077 


7.7639361 


.002136752 


469 


219961 


103161709 


21.65&4078 


7.7694620 


.002132196 


470 


2-20900 


103823000 


21.6794834 


7.7749801 


.002127660 


471 


221841 


104487111 


21.7025344 


7.7804904 


.002123142 


472 


222784 


1051^4048 


21.72.55610 


7.7859928 


.002118&44 


473 


223729 


105823817 


21.7485632 


7.7914875 


.002114165 


474 


224676 


I0e49&424 


21.7715411 


7.7969745 


.002109705 


475 


225625 


107171875 


2I.7CU4947 


7.8024.538 


.002105263 


476 


226576 


107850176 


21.8174242 


7.8079254 


.002100840 


477 


227529 


108.531333 


21.8403297 


7.8133892 


.002096436 


478 


22^84 


10921.53.52 


21.8632111 


7.81884-56 


.002092050 


479 


220441 


109902239 


21.8860686 


7.8242942 


.0020.N7683 







CAMBRIA STEEL. 


435 




SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


S(iuares. 


Cutes. 


Spare Roots. 


Cube Roots. 


Reciprocals. 
.002083333 


480 


230400 


110592000 


21.9089023 


7.8297353 


481 


231361 


111284641 


21.9317122 


7.8351688 


.002079002 


482 


232324 


111980168 


21.9544984 


7.8405949 


.002074689 


483 


233289 


112678587 


21.9772610 


7.8460134 


.002070393 


484 


234256 


113379904 


22.0000000 


7.8514244 


.002066116 


485 


235225 


114081125 


22.0227155 


7.8568281 


.002061856 


486 


236196 


114791256 


22.0454077 


7.8622242 


.002057613 


487 


237169 


115501303 


22.0680765 


7.8676130 


.002053388 


488 


238144 


116214272 


22.0907220 


7.8729944 


.002049180 


489 


239121 


116930169 


22.1133444 


7.8783684 


.002044990 


490 


240100 


117649000 


22.1359436 


7.8837352 


.002040816 


491 


241081 


118370771 


22.1585198 


7.8890946 


.002036660 


492 


242064 


119095488 


22.1810730 


7.8944468 


.002032520 


493 


243049 


119823157 


22.2036033 


7.8997917 


.002028398 


494 


244036 


120553784 


22.2261108 


7.9051294 


.002024291 


495 


245025 


121287375 


22.2485955 


7.9104599 


.002020202 


496 


246016 


122023936 


22.2710575 


7.9157832 


.002016129 


497 


247009 


122763473 


22.2934968 


7.9210994 


.002012072 


498 


248004 


123505992 


22.3159136 


7.9264085 


.002008032 


499 


249001 


124251499 


22.3383079 


7.9317104 


.002004008 


500 


250000 


125000000 


22.3606798 


7.9370053 


.002000000 


501 


251001 


125751501 


22.3830293 


7.9422931 


.001996008 


502 


252004 


126506008 


22.4053565 


7.9475739 


.001992032 


503 


253009 


127263527 


22.4276615 


7.9528477 


.001988072 


504 


254016 


128024064 


22.4499443 


7.9581144 


.001984127 


505 


255025 


128787625 


22.4722051 


7.9633743 


.001980198 


506 


256036 


129554216 


22.4944438 


7.9686271 


.001976285 


507 


257049 


130323843 


22.5166605 


7.9738731 


.001972387 


508 


258064 


131096512 


22.5388553 


7.9791122 


.001968504 


509 


259081 


131872229 


22.5610283 


7.9843444 


.001964637 


510 


260100 


132651000 


22.5831796 


7.9895697 


.001960784 


511 


261121 


133432831 


22.6053091 


7.9947883 


.001956947 


512 


262144 


134217728 


22.6274170 


8.0000000 


.001953125 


513 


263169 


135005697 


22.6495033 


8.0052049 


.001949318 


514 


264196 


135796744 


22.6715681 


8.0104032 


.001945525 


515 


265225 


136590875 


22.6936114 


8.0155946 


.001941748 


516 


266256 


137388096 


22.7156334 


8.0207794 


.001937984 


517 


267289 


138188413 


22.7376340 


8.0259574 


.001934236 


518 


268324 


138991832 


22.7596134 


8.0311287 


.001930502 


519 


269361 


139798359 


22.7815715 


8.0362935 


.001926782 


520 


270400 


140608000 


22.8035085 


8.0414515 


.001923077 


521 


271441 


141420761 


22.8254244 


8.0466030 


.001919386 


522 


272484 


142236648 


22.8473193 


8.0517479 


.001915709 


523 


273529 


143055667 


22.8691933 


8.0568862 


.001912046 


524 


274576 


143877824 


22.8910463 


8.0620180 


.001908397 


525 


275625 


144703125 


22.9128785 


8.0671432 


.001904762 


526 


276676 


145531576 


22.9346899 


8.0722620 


.001901141 


527 


277729 


146363183 


22.9564806 


8.0773743 


.001897533 


528 


278784 


147197952 


22.9782506 


8.0824800 


.001893939 


529 


279841 


148035889 


23.00000UO 


8.0875794 


.001890359 


530 


280900 


148877000 


23.0217289 


8.0926723 


.001886792 


531 


281961 


149721291 


23.0434372 


8.0977589 


.001883239 


532 


283024 


150568768 


23.0651252 


8.1028390 


.001879699 


533 


284089 


151419437 


23.0867928 


8.1079128 


.001876173 


534 


285156 


152273304 


23.1084400 


8.1129803 


.001872659 


535 


286225 


153130375 


23.1300670 


8.1180414 


.001869159 


536 


287296 


153990656 


23.1516738 


8.1230962 


.001865672 


537 


288369 


154854153 


23.1732605 


8.1281447 


.001862197 


538 


289444 


15572U872 


23.1948270 


8.1331870 


.00185S736 


539 


290521 


156590819 


23.2163735 


8.1382230 


.001855288 



436 




CAMBRIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


540 


291600 


157464000 


23.2379001 


8.1432529 


.001851852 


541 


292681 


158340421 


23.2594067 


8.1482765 


,001848429 


542 


293764 


159220088 


23.2808935 


8.1532939 


.001845018 


543 


294849 


160103007 


23.3023604 


8.1583051 


.001841621 


544 


295936 


160989184 


23.3238076 


8.1633102 


.001838235 


545 


297025 


161878625 


23.3452351 


8.1683092 


.001834862 


546 


298116 


162771H36 


23.3666429 


8.1733020 


.001831502 


547 


299209 


163667323 


23.3880311 


8.1782888 


.001828154 


548 


300304 


164566592 


23.4093098 


8.1832695 


.001824818 


549 


301401 


165469149 


23.4307490 


8.1882441 


.001821494 


550 


802500 


166375000 


23.4520788 


8.1932127 


.001818182 


551 


303601 


167284151 


23.4733892 


8.1981753 


.001814882 


552 


304704 


168196608 


23.4946802 


8.2031319 


.001811594 


5o3 


305809 


169112377 


23.5159520 


8.2080825 


.001808318 


554 


306916 


170031464 


23.5372046 


8.2130271 


.001805054 


555 


308025 


170953875 


23.5584380 


8.2179657 


.001801802 


556 


309136 


171879616 


23.5796522 


8.2228985 


.001798561 


557 


310249 


172808693 


23.6008474 


8.2278254 


.001795332 


558 


811364 


173741112 


23.6220236 


8.2327463 


.001792115 


559 


312481 


3.74676879 


23.6431808 


8.2376614 


.001788909 


560 


313600 


175616000 


23.6643191 


8.2425706 


.001785714 


561 


314721 


176558481 


23.6854386 


8.2474740 


.001782531 


562 


315844 


177504328 


23.7065392 


8.2523715 


.001779359 


563 


316969 


178453547 


23.7276210 


8.2572633 


.001776199 


564 


318096 


179406144 


23.7486842 


8.2621492 


.001773050 


565 


319225 


180362125 


23.7697286 


8.2670294 


.001769912 


566 


320356 


181321496 


23.7907545 


8.2719039 


.001766784 


567 


821489 


182284263 


23.8117618 


8.2767726 


.001763668 


568 


822624 


183250432 


23.8327506 


8.2816355 


.001760563 


569 


323761 


184220009 


23.8537209 


8.2864928 


.001757469 


570 


324900 


185193000 


23.8746728 


8.2913444 


.001754386 


571 


326041 


186169411 


23.8956063 


8.2961903 


.001751313 


572 


327184 


187149248 


23.9165215 


8.3010304 


.001748252 


573 


328329 


188132517 


23.9374184 


8.3058651 


.001745201 


574 


329476 


189119224 


23.9582971 


8.3106941 


.001742160 


575 


330625 


190109375 


23.9791576 


8.3155175 


.001739130 


576 


331776 


191102976 


24.0000000 


8.3203353 


.001736111 


577 


332929 


192100033 


24.0208243 


8.3251475 


.001733102 


578 


3;M084 


193100552 


24.0416306 


8.3299542 


.001730104 


579 


335241 


194104539 


24.0624188 


8.3347553 


.001727116 


580 


836400 


195112000 


24.0831891 


8.3395509 


.001724138 


581 


837561 


196122941 


24.1039416 


8.3443410 


.001721170 


582 


338724 


197137368 


24.1246762 


8.3491256 


.001718213 


583 


339889 


198155287 


24.1453929 


8.3539047 


.001715266 


584 


341056 


199176704 


24.1660919 


8.3586784 


.001712329 


585 


342225 


200201625 


24.1867732 


8.3634466 


.001709402 


586 


343396 


201230056 


24.2074369 


8.3682095 


.00170&485 


587 


344569 


202262003 


24.2280829 


8.3729668 


.001703578 


588 


345744 


203297472 


24.2487113 


8.3777188 


.001700680 


589 


846921 


204336469 


24.2693222 


8.3824653 


.001697793 


590 


348100 


205379000 


24.2899156 


8.3872065 


.001694915 


591 


349281 


206425071 


24.3104916 


8.3919423 


.001692047 


592 


350464 


207474688 


24.3310501 


8.3966729 


.001689189 


593 


351649 


208527857 


24.3515913 


8.4013981 


.001686341 


594 


352836 


209584584 


24.3721152 


8.4061180 


.001683502 


595 


354025 


210644875 


24.3926218 


8.4108326 


.001680672 


596 


355216 


211708736 


24.4131112 


8.4155419 


.001677852 


597 


35&409 


212776173 


24.4335834 


8.4202460 


.001675042 


598 


357604 


213847192 


24.4540385 


8.4249448 


.001672241 


599 


358801 


214921799 


24.4744765 


8.4296383 


.001669449 







CAMBRIA STEEL. 


437 




SQUARES. CUBES, SQUARE ROOTS, 




CUBE ROOTS AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 
.001666667 


600 


360000 


216000000 


24.4948974 


8.4343267 


601 


361201 


217081801 


24.5153013 


8.4390098 


.001663894 


602 


362404 


218167208 


24.5356883 


8.4436877 


.001661130 


603 


363609 


219256227 


24.5560583 


8.4483605 


.001658375 


604 


364816 


220348864 


24.5764115 


8.4530281 


.001655629 


605 


366025 


221445125 


24.5967478 


8.4576906 


.001652893 


606 


367236 


222545016 


24.6170673 


8.4623479 


.001650165 


607 


368449 


223648543 


24.6373700 


8.4670001 


.001647446 


608 


369664 


224755712 


24.6576560 


8.4716471 


.001644737 


609 


370881 


225866529 


24.6779254 


8.4762892 


.001642036 


610 


372100 


226981000 


24.6981781 


8.4809261 


.001639344 


611 


373321 


228099131 


24.7184142 


8.4855579 


.001636661 


612 


374544 


229220928 


24.7386338 


8.4901848 


.001633987 


613 


375769 


230346397 


24.7588368 


8.4948065 


.001631321 


614 


376996 


231475544 


24.7790234 


8.4994233 


.001628664 


615 


378225 


232608375 


24.7991935 


8.5040350 


.001626016 


616 


379456 


233744896 


24.8193473 


8.5086417 


.001623377 


617 


380689 


234885113 


24.8394847 


8.5132435 


.001620746 


618 


381924 


286029032 


24.8596058 


8.5178403 


.001618123 


619 


383161 


237176659 


24.8797106 


8.5224321 


.001615509 


620 


384400 


238328000 


24.8997992 


8.5270189 


.001612903 


621 


385641 


239483061 


24.9198716 


8.5316009 


.001610306 


622 


386884 


240641848 


24.9399278 


8.5361780 


.001607717 


623 


388129 


241804367 


24.9599679 


8.5407501 


.001605136 


624 


389376 


242970624 


24.9799920 


8.5453173 


.001602564 


625 


390625 


244140625 


25.0000000 


8.5498797 


.001600000 


626 


391876 


245314376 


25.0199920 


8.5544372 


.001597444 


627 


393129 


246491883 


25.0399681 


8.5589899 


.001594896 


628 


394384 


247673152 


25.0599282 


8.5635377 


.001592357 


629 


395641 


248858189 


25.0798724 


8.5680807 


.001589825 


630 


396900 


250047000 


25.0998008 


8.5726189 


.001587302 


631 


398161 


251239591 


25.1197134 


8.5771523 


.001584786 


632 


399424 


252435968 


25.1396102 


8.5816809 


.001582278 


633 


400689 


253636137 


25.1594913 


8.5862047 


.001579779 


634 


401956 


254840104 


25.1793566 


8.5907238 


.001577287 


635 


403225 


256047875 


25.1992063 


8.5952380 


.001574803 


636 


404496 


257259456 


25.2190404 


8.5997476 


,001572327 


637 


405769 


258474853 


25.2388589 


8.6042525 


.001569859 


638 


407044 


259694072 


25.2586619 


8.6087526 


.001567398 


639 


408321 


260917119 


25.2784493 


8.6132480 


.001564945 


640 


409600 


262144000 


25.2982213 


8.6177388 


.001562500 


641 


410881 


263374721 


25.3179778 


8.6222248 


.001560062 


642 


412164 


264609288 


25.3377189 


8.6267063 


.001557632 


643 


413449 


265847707 


25.3574447 


8.6311830 


.001555210 


644 


414736 


267089984 


25.3771551 


8.6356551 


.001552795 


645 


416025 


268336125 


25.3968502 


8.6401226 


.001550388 


646 


417316 


269586136 


25.4165301 


8.6445855 


.001547988 


647 


418609 


270840023 


25.4361947 


8.6490437 


.001545595 


648 


419904 


272097792 


25.4558441 


8.6534974 


.001543210 


649 


421201 


273859449 


25.4754784 


8.6579465 


.001540832 


650 


422500 


274625000 


25.4950976 


8.6623911 


.001538462 


651 


423801 


275894451 


25.5147016 


8.6668310 


.001536098 


652 


425104 


277167808 


25.5342907 


8.6712665 


.001533742 


653 


426409 


278445077 


25.5538647 


8.6756974 


.001531394 


654 


427716 


279726264 


25.5734237 


8.6801237 


.001529052 


655 


429025 


281011375 


25.5929678 


8.6845456 


.001526718 


656 


430336 


282300416 


25.6124969 


8.6889630 


.001524390 


657 


431649 


283593393 


25.6320112 


8.6933759 


.001522070 


658 


432964 


284890312 


25.6515107 


8.6977843 


.001519757 


659 


434281 


286191179 


25.6709953 


8.7021882 


.001517451 



438 




CAMBRIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, 




CUBE ROOTS, AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


S(iuare Roots. 


CulDe Roots. 


Reciprocals. 


660 


435600 


287496000 


25.6904652 


8.7065877 


.001515152 


661 


436921 


288804781 


25.70992U3 


8.7109827 


.001512859 


662 


438244 


290117528 


25.7293607 


8.7153734 


.001510574 


663 


439569 


291434247 


25.7487864 


8.7197596 


.001508296 


664 


440896 


292754944 


25.7681975 


8.7241414 


.001506024 


665 


442225 


294079625 


25.7875939 


8.7285187 


.001503759 


666 


443556 


29M08296 


25.8069758 


8.7328918 


.001501502 


667 


444889 


296740963 


25.8263431 


8.7372604 


.001499250 


668 


446224 


298077632 


25.8456960 


8.7416246 


.001497006 


669 


447561 


299418309 


25.8650343 


8.7459846 


.001494768 


670 


448900 


300763000 


25.3843582 


8.7503401 


.001492537 


671 


450241 


302111711 


25.9036677 


8.7546913 


.001490313 


672 


451584 


303464448 


25.9229628 


8.7590383 


.001488095 


673 


452929 


304821217 


25.9422435 


8.7633809 


.001485884 


674 


454276 


306182024 


25.9615100 


8.7677192 


.001483680 


675 


455625 


307M6875 


25.9807621 


8.7720.532 


.001481481 


676 


456976 


308915776 


26.0000000 


8.7763830 


.001479290 


677 


458329 


310288733 


26.0192237 


8.7807084 


.001477105 


678 


459684 


311665752 


26.0384331 


8.7850296 


.001474926 


679 


461041 


313046839 


26.0576284 


8.7893466 


.001472754 


680 


462400 


314432000 


26.0768096 


8.7936.593 


.001470588 


681 


463761 


315821241 


26.0959767 


8.7979679 


.001468429 


682 


465124 


317214568 


26.1151297 


8.8022721 


.001466276 


683 


466489 


318611987 


26.1342687 


8.8065722 


.001464129 


684 


467856 


320013504 


26.1533937 


8.8108681 


.001461988 


685 


469225 


321419125 


26.1725047 


8.81.51598 


.001459854 


686 


470596 


322828856 


26.1916017 


8.8194474 


.001457726 


687 


471969 


324242703 


26.2106848 


8.8237307 


.001455604 


688 


473344 


325660672 


26.2297541 


8.8280099 


.001453488 


689 


474721 


327082769 


26.2488095 


8.8322850 


.001451379 


690 


476100 


328509000 


26.2678511 


8.8365559 


.001449275 


691 


477481 


329939371 


26.2868789 


8.8408227 


.001447178 


692 


478864 


331373888 


26.3058929 


8.8450854 


.001445087 


693 


480249 


332812557 


26.3248932 


8.8493440 


.001443001 


694 


481636 


334255384 


26.34.38797 


8.8535085 


.001440922 


695 


483025 


335702375 


26.3628527 


8.8578489 


.001438849 


696 


484416 


337153536 


26.3818119 


8.8620952 


.001436782 


697 


4^5809 


338608873 


26.4007576 


8.8663375 


.001484720 


698 


487204 


340068392 


26.4196896 


8.8705757 


.001432665 


699 


488601 


841.532099 


26.4386081 


8.8748099 


.001480615 


700 


490000 


343000000 


26.4.375131 


8.879O400 


.001428571 


701 


491401 


344472101 


26.4764046 


8.8832661 


.001426534 


702 


492804 


345948408 


26 4952826 


8.8874882 


.001424501 


703 


494209 


347428927 


26,5141472 


8.8917063 


.001422475 


704 


495616 


348913664 


26.5329983 


8.8959204 


.0014204.35 


705 


497025 


350402625 


26.5518361 


8.9001304 


,001418440 


706 


498436 


351895816 


26.5706605 


8.9043366 


.001416431 


707 


499849 


353393243 


26.5894716 


8.9085387 


.001414427 


708 


501264 


3.54894912 


26.6082694 


8.9127369 


.001412429 


709 


502681 


356400829 


26.6270539 


8.9169311 


.001410437 


710 


504100 


357911000 


26.6458252 


8.9211214 


.001408451 


711 


505521 


359425431 


26.6645833 


8.9253078 


.001406470 


712 


506944 


360944128 


26.6833281 


8.9294902 


.001404494 


713 


508369 


362467097 


26.7020598 


8.9336687 


.001402525 


714 


509796 


863994344 


26.7207784 


8.9378433 


.001400560 


715 


511225 


865525875 


26.7394839 


8.9420140 


.(301398601 


716 


512656 


367061696 


26.7581763 


8.9461809 


.001396648 


717 


514089 


868601813 


26.7768557 


8.9.303438 


.001394700 


718 


51552-1 


370146232 


26.7955220 


8.9545029 


.001392758 


719 


516961 


371694959 


26.8141751 


8.9586581 


.001390821 



CAMBRIA STEEL. 



439 



SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS, AND RECIPROCALS. 



Ko. 


S(iuares. 


Cubes. 


Spare Roots. 


Cube Roots. 


Reciprocals. 


720 


518400 


373248000 


26.8328157 


8.9628095 


.001388889 


721 


519841 


374805361 


26.8514432 


8.9669570 


.001386963 


722 


521284 


376367048 


26.8700577 


8.9711007 


.001385042 


723 


622729 


877933067 


26.8886593 


8.9752406 


.001383126 


724 


524176 


379503424 


26.9072481 


8.9793766 


.001381215 


725 


525625 


881078125 


26.9258240 


8.9835089 


.001379310 


726 


527076 


382657176 


26.9443872 


8.9876373 


.001377410 


727 


528529 


384240583 


26.9629375 


8.9917620 


.001375516 


728 


529984 


385828352 


26.9814751 


8.9958829 


.001373626 


729 


531441 


387420489 


27.00000UO 


9.0000000 


.001371742 


730 


532900 


389017000 


27.0185122 


9.0041134 


.001369863 


731 


534361 


390617891 


27.0370117 


9.0082229 


.001367989 


732 


535824 


392223168 


27.0554985 


9.0123288 


.001366120 


733 


537289 


393832837 


27.0739727 


9.0164309 


.001364256 


734 


538756 


395446904 


27.0924344 


9.0205293 


.001362398 


735 


540225 


397065375 


27.1108834 


9.0246239 


.001360544 


736 


541696 


398'o88256 


27.1293199 


9.0287149 


.001358696 


737 


543169 


400315553 


27.1477439 


9.0328021 


.001356852 


738 


544644 


401947272 


27.1661554 


9.0368857 


.001355014 


739 


546121 


403583419 


27.1845544 


9.0409655 


.001353180 


740 


547600 


405224000 


27.2029410 


9.0450417 


.001351351 


741 


549081 


406869021 


27.2213152 


9.0491142 


.001349528 


742 


550564 


408518488 


27.2396769 


9.0531831 


.001347709 


743 


552049 


410172407 


27.2580263 


9.0572482 


.001345895 


744 


553536 


411830784 


27.2763634 


9.0613098 


.001344086 


745 


555025 


413493625 


27.2946881 


9.0653677 


.001342282 


746 


556516 


415160936 


27.3130006 


9.0694220 


.001340483 


747 


558009 


416832723 


27.3313007 


9.0734726 


.001338688 


748 


559504 


418508992 


27.3495887 


9.0775197 


.001336898 


749 


561001 


420189749 


27.3678644 


9.0815631 


.001335113 


750 


562500 


421875000 


27.3861279 


9.0856030 


.001333333 


751 


564001 


423564751 


27.4043792 


9.0896392 


.001331558 


752 


565504 


425259008 


27.4226184 


9.0936719 


.001329787 


753 


567009 


426957777 


27.4408455 


9.0977010 


.001328021 


754 


568516 


428661064 


27.4590604 


9.1017265 


.001326260 


755 


570025 


430368875 


27,4772633 


9.1057485 


.001324503 


756 


571536 


432081216 


27.4954542 


9.1097669 


.001322751 


757 


573049 


433798093 


27.5136330 


9.1137818 


.001321004 


758 


574564 


435519512 


27.5317998 


9.1177931 


.001319261 


759 


576081 


437245479 


27.5499546 


9.1218010 


.001317523 


760 


577600 


438976000 


27.5680975 


9.1258053 


.001315789 


761 


579121 


440711081 


27.5862284 


9.1298061 


.001314060 


762 


580644 


442450728 


27.6043475 


9.1338034 


.001312336 


763 


582169 


444194947 


27.6224546 


9.1377971 


.001310616 


764 


583696 


445943744 


27.6405499 


9.1417874 


.001308901 


765 


585225 


447697125 


27.6586334 


9.1457742 


.001307190 


766 


586756 


449455096 


27.6767050 


9.1497576 


.001305483 


767 


588289 


451217663 


27.6947648 


9.1537375 


.001303781 


768 


589824 


452984832 


27.7128129 


9.1577139 


.001302083 


769 


591361 


454756609 


27.7308492 


9.1616869 


.001300390 


770 


592900 


456533000 


27.7488739 


9.1656^65 


.001298701 


771 


594441 


458314011 


27.7668868 


9.1696225 


.001297017 


772 


595984 


460099648 


27.7848880 


9.1735852 


.001295337 


773 


597529 


461889917 


27.8028775 


9.1775445 


.001293661 


774 


599076 


463684824 


27.8208555 


9.1815003 


.001291990 


775 


600625 


465484375 


27.8388218 


9.1854527 


.001290323 


776 


602176 


467288576 


27.8567766 


9.1894018 


.001288660 


777 


603729 


469097433 


27.8747197 


9.1933474 


.001287001 


778 


605284 


470910952 


27.8926514 


9.1972897 


.001285347 


779 


606841 


472729139 


27.9105715 


9.2012283 


.001283697 



440 




CAMBRIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, 




CUBE 


ROOTS, AND RECIPROCALS. | 


No. 


S(iTiares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


780 


60&400 


474552000 


27.9284801 


9.2051641 


.001282051 


781 


609961 


476379541 


27.9463772 


9.2090962 


.001280410 


782 


611524 


478211768 


27.9642629 


9.2130250 


.001278772 


783 


613089 


480048587 


27.9821372 


9.2169505 


.001277139 


784 


614656 


481890304 


28.0000000 


9.2208726 


.001275510 


785 


616225 


4S3736625 


28.0178515 


9.2247914 


.001273885 


786 


617796 


485587656 


28.0356915 


9.2287068 


.001272265 


787 


619369 


487443403 


28.0535203 


9.2326189 


.001270648 


788 


620944 


489303872 


28.0713377 


9.2365277 


.001269036 


789 


622521 


491169069 


28.0891438 


9.2404333 


.001267427 


790 


624100 


493039000 


28.1069386 


9.2443355 


.001265823 


791 


625681 


494913671 


28.1247222 


9.2482.344 


.0012&4223 


792 


627264 


496793088 


28.1424946 


9.2521300 


.001262626 


793 


628-849 


498677257 


28.1602557 


9.2560224 


.001261034 


794 


630436 


500566184 


28.1780056 


9.2599114 


.001259446 


795 


632025 


502459875 


28.1957444 


9.2637973 


.001257862 


796 


633616 


504358336 


28.2134720 


9.2676798 


.001256281 


797 


635209 


506261573 


28.23118^ 


9.2715592 


.001254705 


798 


636804 


508169592 


28.2488938 


9.2754352 


.001253133 


799 


638401 


510082399 


28.2665881 


9.2793081 


.001251564 


800 


640000 


512000000 


28.2842712 


9.2831777 


.001250000 


801 


641601 


513922401 


28.3019434 


9.2870440 


.001248439 


802 


643204 


515849608 


28.3196045 


9.2909072 


.001246883 


803 


644809 


517781627 


28.3372546 


9.2947671 


.001245330 


804 


646416 


519718464 


28.3548938 


9.2986239 


.001243781 


805 


648025 


521660125 


28.3725219 


9.3024775 


.001242236 


806 


649636 


523606616 


28.3901391 


9.3063278 


.001240695 


807 


651249 


525557943 


28.4077454 


9.3101750 


.001239157 


808 


6528^4 


527514112 


28.4253408 


9.3140190 


.001237624 


809 


654481 


529475129 


28.4429253 


9.3178599 


.001236094 


810 


656100 


531441000 


28.4604989 


9.3216975 


.001234568 


811 


657721 


533411731 


28.47S0617 


9.32.55320 


.001233046 


812 


659344 


535387328 


28.4956137 


9.3293634 


.001231527 


813 


660969 


537367797 


28.5131549 


9.3331916 


.001230012 


814 


662596 


539353144 


28.5306852 


9.3370167 


.001228501 


815 


664225 


541343375 


28.5482048 


9.3408386 


.001226994 


816 


665856 


543338496 


28.5657137 


9.3446575 


.00122.5490 


817 


667489 


545338513 


28.5832119 


9.34S4731 


.001223990 


818 


669124 


547343432 


28.6006993 


9.3522857 


.001222494 


819 


670761 


549353259 


28.6181760 


9.3560952 


.001221001 


820 


672400 


551368000 


28.6356421 


9.3599016 


.001219.512 


821 


674041 


553387661 


28.6530976 


9.3637049 


.001218027 


822 


675684 


555412248 


28.670^4 


9.3675051 


.001216545 


823 


677329 


557441767 


28.6879766 


9.3713022 


.001215057 


824 


678976 


559476224 


28.70-54002 


9.3750963 


.001213592 


825 


680625 


561515625 


28.7228132 


9.3788873 


.001212121 


826 


682276 


563559976 


28.7402157 


9.3826752 


.0012106.54 


827 


683929 


565609283 


28.7576077 


9.3864600 


.001209190 


828 


685584 


567663552 


28.7749891 


9.3902419 


.001207729 


829 


687241 


569722789 


28.7923601 


9.3940206 


.001206273 


830 


688900 


571787000 


28.8097206 


9.39779^4 


.001204819 


831 


690561 


573856191 


28.8270706 


9.4015691 


.001203369 


832 


692224 


575930368 


28.8444102 


9.4053387 


.001201923 


833 


693889 


578009537 


28.8617394 


9.4091054 


.001200480 


834 


695556 


580093704 


28.8790582 


9.4128690 


.001199041 


835 


697225 


582182875 


28.8963666 


9.4166297 


.001197605 


836 


698^96 


5S4277056 


28.913fi&46 


9.4203873 


.001196172 


837 


700569 


586376253 


28.9309523 


9.4241420 


.0011^^743 


838 


702244 


588480472 


28.^82297 


9.4278936 


.001193317 


839 


703921 


590589719 


28.96.54967 


9.4316423 


.001191895 







CAMBRIA STEEL. 


441 




SQUARES, CUBES, SQUARE ROOTS, 




OUBB 


ROOTS, AND RECIPROCALS. 


No. 


Squares. 


Cubes. 


Square Roots. 


Cube Roots. 


Reciprocals. 


840 


705600 


592704000 


28.9827535 


9.4353880 


.001190476 


841 


707281 


594823321 


29.0000000 


9.4391307 


.001189061 


842 


708964 


596947688 


29.0172363 


9.4428704 


.001187648 


843 


710649 


599077107 


29.0344623 


9.4466072 


.001186240 


844 


712336 


601211584 


29.0516781 


9.4503410 


,0(U 184834 


845 


714025 


603351125 


29.0688837 


9.4540719 


.001183432 


846 


716716 


605495736 


29.0860791 


9.4577999 


.001182033 


847 


717409 


607645423 


29.1032644 


9.4615249 


,001180638 


848 


719104 


609800192 


29.1204396 


9.4652470 


.001179245 


849 


720801 


611960049 


29.1376046 


9.4689661 


.001177856 


850 


722500 


614125000 


29.1547595 


9.4726824 


.001176471 


851 


724201 


616295051 


29.1719043 


9.4763957 


.001175088 


852 


725904 


618470208 


29.1890390 


9.4801061 


.001173709 


853 


727609 


620650477 


29.2061637 


9.4838136 


.001172333 


854 


729316 


622835864 


29.2232784 


9.4875182 


.001170960 


855 


731025 


625026375 


29.2403830 


9.4912200 


.001169591 


856 


732736 


627222016 


29.2574777 


9.4949188 


,001168224 


857 


734449 


629422793 


29.2745623 


9.4986147 


.001166861 


858 


736164 


631628712 


29.2916370 


9.5023078 


,001165501 


859 


737881 


633839779 


29.3087018 


9.5059980 


.001164144 


860 


739600 


636056000 


29.3257566 


9.5096854 


.001162791 


861 


741321 


638277381 


29.3428015 


9.5133699 


.001161440 


862 


743044 


640503928 


29.3598365 


9.5170515 


.001160093 


863 


744769 


642735647 


29.3768616 


9.5207303 


.001158749 


864 


746496 


644972544 


29.3938769 


9.5244063 


.001157407 


865 


748225 


647214625 


29.4108823 


9.5280794 


.001156069 


866 


749956 


649461896 


29.4278779 


9.5317497 


.001154734 


867 


751689 


651714363 


29.4448637 


9.5354172 


.001153403 


868 


753424 


653972032 


29.4618397 


9.5390818 


.001152074 


869 


755161 


656234909 


29.4788059 


9.5427437 


,001150748 


870 


756900 


658503000 


29.4957624 


9.5464027 


,001149425 


871 


758641 


660776311 


29.5127091 


9.5500589 


.001148106 


872 


760384 


663054848 


29.5296461 


9.5537123 


.001146789 


873 


762129 


665338617 


29.5465734 


9.5573630 


.001145475 


874 


763876 


667627624 


29,5634910 


9.5610108 


.001144165 


875 


765625 


669921876 


29.5803989 


9.5646559 


,001142857 


876 


767376 


672221376 


29.5972972 


9.5682982 


.001141653 


877 


769129 


674526133 


29,6141858 


9.5719377 


.001140251 


878 


770884 


676836152 


29.6310648 


9.5755745 


.001138952 


879 


772641 


679151439 


29,6479342 


9.5792085 


,001137656 


880 


774400 


681472000 


29.6647939 


9.5828397 


.001136364 


8S1 


776161 


683797841 


29.6816442 


a5864682 


.001135074 


882 


777924 


686128968 


29.6984848 


9.5900939 


,001133787 


883 


779689 


688465387 


29.7153159 


9.5937169 


.001132503 


884 


781456 


690807104 


29.7321375 


9.5973378 


,001131222 


885 


783225 


693154125 


29.7489496 


9.6009548 


,001129944 


886 


784996 


695506456 


29.7657521 


9.6045696 , 


,001128668 


887 


786769 


697864103 


29.7825452 


9.6081817 


.001127396 


888 


788544- 


700227072 


29.7993289 


9.6117911 


.001126126 


889 


790321 


702595369 


29.8161030 


9.6153977 


.001124859 


890 


792100 


704969000 


29.8328678 


9.6190017 


,001123596 


891 


793881 


707347971 


29.8496231 


9.6226030 


.001122334 


892 


795664 


709732288 


29.8663690 


9.6262016 


,001121076 


893 


797449 


712121957 


29,8831056 


9.6297975 


,001119821 


894 


799236 


714516984 


29.8998328 


9.6333907 


.001118568 


895 


801025 


716917375 


29.9165506 


9.6369812 


,001117318 


896 


802816 


719323136 


29.9332591 


9.6405690 


.001116071 


897 


804609 


721734273 


29.9499583 


9.6441542 


.001114827 


898 


806404 


724150792 


29.9666481 


9.6477367 


.001113586 


899 


808201 


726572699 


29.9833287 


9.6613166 


.001112347 



442 




CAMBRIA STEEL. 






SQUARES, CUBES, SQUARE ROOTS, 




CUBE 


ROOTS, AND RECIPROCALS. 1 


Xo. 


squares. 


Cubes. 


Square RMts. 


Cnbe }l:>ots. 


Recipr&cais. 


900 


^lOCKW 


729000000 


30.0000000 


9.6.548938 


.001111111 


901 


811801 


731432701 


30.0166620 


9.65546&4 


.0'J1109578 


902 


81:3604 


733870808 


o0.0.>33148 


9.6620403 


.O0110S647 


903 


815409 


736314:327 


30,0499554 


9.6^56096 


.W1107420 


904 


817216 


73S763264 


3-0. 0665928 


9.6691762 


.001106195 


905 


^19025 


741217625 


30.0532179 


9.6727403 


,001104972 


906 


820S86 


743677416 


30.0998.339 


9.6763017 


,001103753 


907 


^22649 


746142643 


.30.1164407 


9.6798604 


.CO1102536 


W> 


v244t>4 


745613312 


30.1.330:383 


9.6534166 


.O0U01322 


9! J 9 


V26281 


75L089429 


80.1496269 


9,6569701 


.001100110 


910 


828100 


7.53571000 


30.1662063 


9.6905211 


,001095901 


911 


829921 


756058031 


30.182776.5 


9.6940694 


.001097695 


912 


831744 


758550528 


30.1993377 


9.6976151 


.001096491 


913 


833569 


761048497 


30.21-58899 


9.7011-583 


,W109-5290 


914 


835396 


76.3-551944 


30.2324:329 


9.7046959 


.O:a0940'92 


915 


837225 


766060875 


.30.2489669 


9.7052369 


.0010'92896 


916 


889056 


768575296 


30.26.54919 


9.7117723 


.0101091703 


917 


840889 


771095213 


30.252i}079 


9.7153051 


.001090513 


918 


842724 


773620632 


30.29^5148 


9.715-5:3.54 


.001059325 


919 


844.561 


775151.5-59 


30.31.50125 


9.722:3631 


.001058139 


920 


846400 


77^6^>0CiO 


30.3:3L5018 


9.72.58853 


,001086957 


921 


^48241 


781229961 


30.. 3479518 


9.7294109 


.00108-5776 


Vhl 


8.50084 


753777448 


:30. 3644529 


9.73-29309 


.001084599 


923 


851929 


786330467 


30.38091-51 


9.73644S4 


.00105^3424 


924 


^53776 


7>;s8^9«'^24 


303973653 


9.7399634 


.001082251 


92.5 


8-5-562.5 


791453125 


30.4135127 


9.74-347.58 


.001051051 


926 


857476 


794022776 


30.4302481 


9.7469557 


.001079914 


927 


859329 


796597983 


30.4466747 


9.7.5O4930 


.001078749 


928 


861184 


799178752 


30.4630924 


9.7.539979 


.001077586 


929 


86:3041 


^1765059 


; 30.4795013 


9,757.5CK12 


.001076426 


930 


864900 


804357000 


30.4959014 


9.7610001 


,00107-5269 


931 


86676i 


806954491 


30. .5122926 


9.7644974 


.001074114 


932 


868624 


8^09557568 


30.-5286750 


9.7679922 


.001072961 


933 


870489 


812166237 


30. .54.504:87 


9.7714^ 


.001071811 


9a4 


872:356 


8147S0504 


30.5614136 


9.7749743 


.001070664 


935 


874225 


817400375 


.30.5777697 


9.7784616 


.001069-519 


936 


876096 


820G25856 


-30.5941171 


9.7819466 


.001068:376 


937 


877969 


822656953 


. 30.6104557 


9.75-54288 


.001067236 


935 


879844 


825293672 


30.6267857 


9.7559087 


.001066098 


939 


8><1721 


827936019 


30.6431069 


9.792:3861 


.001064963 


940 


883600 


830584000 


30.6594194 


9.79.58611 


.001063830 


941 


&8.54S1 


8:33237621 


30.6757233 


9.79933:36 


.001062699 


942 


887364 


835896888 


.30.6'920185 


9.5-028036 


.001061571 


943 


859249 


835.561807 


30.7053051 


9.5062711 


.001060445 


944 


891136 


8412:32384 


30.7245530 


9.5097362 


.001059322 


945 


893025 


843908625 


30.7405.523 


9.8131989 


.0010-8201 


946 


894916 


* 846o90536 


.30.75711.30 


9.8166.591 


.0*01057052 


947 


896809 


849278123 


.30.77.33651 


9. ^201169 


.0010-S5966 


948 


898704 


851971392 


30.7596086 


9.5235723 


.0010-548-52 


949 


900601 


8.54670349 


30.8058436 


9.82702.52 


.001053741 


9.50 


902500 


8.5737.5000 


30.5220700 


9-8:3047.57 


.001052632 


951 


904401 


860055351 


30.^352579 


9.83392:38 


.0010.51525 


952 


906304 


862801408 


30.-5.544972 


9.8373695 


.0010-50420 


953 


908209 


865523177 


30.8706981 


9.8405127 


.001'049318 


95 1 


910116 


868250664 


30. 556890^ 


9.84425S6 


.00104^218 


9.55 


912025 


870983875 


3O9rj30743 


9.8476920 


.0010471-20 


9.56 


91.3936 


873722^16 


:30. 9192497 


9.^5112^ 


.001046025 


9.57 


915849 


876467493 


30.9354166 


9.8-54,5617 


.001044932 


9.>8 


917764 


879217912 


30.9.515751 


9.a579929 


.00104:3841 


959 


919681 


8^1974079 


30.9677251 


9.8614218 


.001042753 



r— ^ — = 




CAMBRIA STEEl 


. 


443 




SQUARES. CUBES, SQUARE ROOTS, 




CUBE 


BOOTS, AND RECIPROCALS. 


No. 


Spares. 


Cubes. 


S(iuare Roots. 


Cube Roots. 


Reciprocals. 
.001041667 


960 


921600 


884736000 


30.9838668 


9.8648483 


961 


923521 


887503681 


81.0000000 


9.8682724 


.001040583 


962 


925444 


890277128 


31.0161248 


9.8716941 


.001039501 


963 


927369 


893056347 


31.0322413 


9.8751135 


,001038422 


964 


929296 


895841344 


31.0483494 


9.8785305 


.001037344 


965 


931225 


898632125 


31.0644491 


9.8819451 


,001036269 


966 


933 J 56 


901428696 


31.0805405 


9.8853574 


.001035197 


967 


935089 


904231063 


31.0966236 


9.8887673 


,001034126 


968 


937024 


907039232 


31.1126984 


9.8921749 


.001033058 


969 


938961 


909853209 


31.1287648 


9.8955801 


,001031992 


970 


940900 


912673000 


31.1448230 


9.8989830 


.001030928 


971 


942841 


915498611 


81.1608729 


9.9023835 


.001029866 


972 


944784 


918330048 


31.1769145 


9.9057817 


.001028807 


973 


946729 


921167317 


31.1929479 


9.9091776 


.001027749 


974 


948676 


924010424 


31.2089731 


9.9125712 


,001026694 


975 


950625 


926859375 


31.2249900 


9.9159624 


,001025641 


976 


952576 


929714176 


31.2409987 


9.9193513 


.001024590 


977 


954529 


932574833 


31.2569992 


9.9227379 


.001023541 


978 


956484 


935441352 


31.2729915 


9.9261222 


.001022495 


979 


958441 


938313739 


31.2889757 


9.9295042 


.001021450 


980 


960400 


941192000 


31.3049517 


9.9328839 


.001020108 


981 


962361 


944076141 


31.3209195 


9.9362613 


.001019368 


982 


964324 


946966168 


31.3368792 


9.9396363 


.001018330 


983 


966289 


949862087 


31.3528308 


9.9430092 


.001017294 


984 


968256 


952763904 


31.3687743 


9.9463797 


.001016260 


985 


970225 


955671625 


81.3847097 


9.9497479 


.001015228 


986 


9721,96 


958585256 


31.4006369 


9.9531138 


.001014199 


987 


974169 


961504803 


31.4165561 


9.9564775 


.001013171 


988 


976144 


964430272 


31.4324673 


9.9598389 


.001012146 


989 


978121 


967361669 


81.4483704 


9.9631981 


.001011122 


990 


980100 


970299000 


31.4642654 


9.9665549 


.001010101 


991 


982081 


973242271 


81.4801525 


9.9699095 


.001009082 


992 


984064 


976191488 


31.4960315 


9.9732619 


.001008065 


993 


986049 


979146657 


81.5119025 


9.9766120 


.001007049 


994 


988086 


982107784 


31.5277655 


9.9799599 


.001006036 


995 


990025 


985074875 


31.5436206 


9.9833055 


.001005025 


996 


992016 


988047936 


31.5594677 


9.9866488 


.001004016 


997 


994009 


991026973 


31.5753068 


9.9899900 


.001003009 


998 


996004 


994011992 


31.5911380 


9.9933289 


.001002004 


999 


998001 


997002999 


31.6069613 


9.9966656 


.001001001 


1000 


1000000 


1000000000 


81.6227766 


10.0000000 


.001000000 


1001 


1002001 


1003003001 


31.6385840 


10.0033322 


.0009990010 


1002 


1004004 


1006012008 


31.6543836 


10.0066622 


.0009980040 


1003 


1006009 


1009027027 


31.6701752 


10.0099899 


.0009970090 


1004 


1008016 


1012048064 


31.6859590 


10.0133155 


.0009960159 


1005 


1010025 


1015075125 


31.7017349 


10.0166389 


.0009950249 


1006 


1012036 


1018108216 


31.7175030 


10.0199601 


.0009910358 


1007 


1014049 


1021147343 


31.7332633 


10.0232791 


.0009930487 


1008 


1016064 


1024192512 


31.7490157 


10.0265958 


.0009920635 


1009 


1018081 


1027243729 


31.7647603 


10.0299104 


.0009910803 


1010 


1020100 


1030301000 


31.7804972 


10.0332228 


.0009900990 


1011 


1022121 


1033364331 


31.7962262 


10.0365330 


.0009891197 


1012 


1024144 


1036433728 


31,8119474 


10.0398410 


.0009881423 


1013 


1026169 


1039509197 


31.8276609 


10.0431469 


.0009871668 


1014 


1028196 


1042590744 


31.8433666 


10.0464506 


.0009861933 


1015 


1030225 


1045678375 


31.8590646 


10.0497521 


.0009852217 


1016 


1032256 


1048772096 


31.8747549 


10.0530514 


,0009842520 


1017 


1034289 


1051871913 


31.8904374 


10.0563485 


.0009832842 


1018 


1036324 


1054977832 


31.9061123 


10.0596435 


.0009828183 


1019 


1088361 


1058089859 


31.9217794 


10.0629364 


.0009818543 



444 



CAMBRIA STEEL. 



"WEIGHTS AND MEASURES. 

AVOIROUPOIS IJITKIGHT. 

UNITED STATES AND BRITISH. 



Grains. 


Dram?. 


Oimces. 


Pounds. 


Hnndred- 
■weight. 


Gross Tons. 


1, 

27.34375 

437.5 

7U00. 

7&4000. 

5680000. 


,03657 
1, 
16. 

256. 

28672. 

573440. 


,002286 
,0625 
1, 
16. 

1792. 
35840. 


.000143 
,003906 
.0625 

112] 
2240. 


,00000128 
.00003488 
,00055804 
,0089286 

1. 
20. 


.000000176 
.000001744 
.00002790 
.0004464 
.05 
1. 



1 pound avoirdupois = 1.215278 pounds troy. 
1 net ton = 2000 pounds = .892857 gross ton. 



UNITED STATES AND BRITISH. 



Grains. 


Pennyweight. 


Ounces. 


Pounds. 


1 

24 

480 
5760 


.041667 
1. 
20. 
240. 


.0020833 
.05 
1. 
12. 


.0001736 
.0041667 
.0833333 
1. 



1 pound troy = .822857 pound avoirdupois. 
175 ounces troy ^^r 192 ounces avoirdupois. 



AF»OTKKCAIllHS' UVKIGHX, 

UNITED STATES AND BRITISH. 



Grains. 


Scruples. 


Drams. 


Ounces. 


Pounds. 


1 

20- 

60 

480 

5760 


.05 

1. 

3. 

24. 

288. 


.016667 
.333333 

1, 

8. 
96. 


X)020833 
.0416667 
.125 
1. 
12. 


.000173611 
.0034722 
.0104167 
.0833333 
1. 



The pound, ounce and grain are the same as in troy weight. 
The avoirdupois grain = troy grain = apothecaries' grain. 



CAMBRIA STEEL. 



445 



"WEIGHTS AND MBA SURE S-^Gontinued. 

UNITED STATES AND BRITISH. 



Inches. 


Feet. 


Yards. 


Rods, 


Furlong. 


Miles. 


1 


.08333 


.02778 


.0050505 


.00012626 


.00001578 


12 


1. 


.33333 


.0606061 


.00151515 


.00018939 


3*5 


3. 


1. 


.1818182 


.00454545 


.00056818 


198 


16.5 


5.5 


1. 


.025 


.003125 


7920 


660. 


220. 


40. 


1. 


.125 


63360 


5280. 


1760. 


320. 


8. 


1. 



R.01»E: Also CABI^K MHASUR-K, 
1 inch -= .111111 span = .013889 fathom = .0001157 cable's length. 
1 span = 9 inches = .125 fathom =^ .00104167 cable's length. 
1 fathom = 6 feet = 8 spans = 72 inches = .008333 cable's length. 
1 cable's length = 120 fathoms = 720 feet = 960 spans = 8640 inches. 

]!>iiAuxicAi^ Measure:. 

1 nautical mile, as adopted by the United States Coast and Geodetic Survey, 
equals the length of one minute of arc of a great circle of a sphere v/hose surface 
equals that of the earth = 6080.204 feet = 1.1516 statute miles. 

1 league = 3 nautical miles = 18240.613 feet. 



1 link = 7.92 inches = .01 chain = .000125 mile. 
1 chain = 100 links = 63 feet = 4 rods w .0125 mile. 
1 mile = 80 chains = 8000 links. 



square: om. i^aij^o mhasurk. 

united states and british. 



Square 
Inches. 


Square Feet. 


Square Yards. 


Square Rods. 


Acres. 


Square 
Miles. 


1 


.006944 
1. 
9.0 
272.25 
43560. 
27878400. 


.0007716 
.111111 
1. 
30.25 

4840. 
3097600. 








144 








1296 

39204 

6272640 


.03306 
1. 

160. 
102400. 


.6062066 
.00625 
1. 
640. 


*.obobo977 

.0015625 
1. 



1 square rood = 40 square rods. 

1 acre = 4 square roods. 

1 square acre = 208.71 feet square. 



446 



CAMBRIA STEEL. 



WEIGHTS AND MEASURES— Continued. 

CUBIC OFL SOI^IO MKASUR-K. 

UNITED STATES AND BRITISH. 

1 cubic inch = .0005787 cubic foot = .000021433 cubic yard. 

1 cubic foot = 1728 cubic inches = .03703704 cubic yard. 

1 cubic yard = 27 cubic feet = 46656 cubic inches. 

1 cord of wood = 128 cubic feet = 4 feet by 4 feet b-y 8 feet. 

1 perch of masonry = 24.75 cubic feet = 16.5 feet by 1,5 feet by 1 foot. It is 
usually taken as 25 cubic feet. 



1>RY MKASUK.K. 

UNITED STATES ONLY. 



Pints. 


Quarts, 


Gallons. 


Pecks. 


Busliels. 


1 


.50 


.125 


.0625 


.015625 


2 


1. 


.25 


.12o 


.03125 


8 


4. 


1. 


.05 


.125 


16 


8. 


2. 


1. 


.25 


64 


32. 


8. 


4. 


1. 



Cubic Indies. 



33.6003125 
67.200625 
268.8025 
537.605 
2150.42 



1 heaped bushel = 1.25 struck bushel, and the cone must be not less than 
6 inches high. 



I^IQUID MKASURE. 

UNITED STATES ONLY. 



Gills. 


Pints. 


Quai'ts. 


Gallons. 


Barrels. 


Cubic Inches. 


1 


.25 


.125 


.03125 


.000498 


7.21875 


4 


1. 


.5 


.125 


.003968 


28.875 


8 


9 


1. 


,25 


.007937 


57.75 


32 


8. 


4. 


1. 


.031746 


231. 


2008 


252. 


126. 


31.5 


1. 


7276.5 



The British imperial gallon = 277.274 cubic inches or 10 pounds avoirdupois 
of pure water at 62° F. and barometer at 30 inches. 

The British imperial gallon = 1.20032 United States gallons. 
1 fluid drachm = 60 minims = .1*25 fluid ounce = .0078125 pint, 
1 fluid ounce = 480 minims = 8 drachms = .0625 pint. 



J 



CAMBRIA STEEL. 



447 



"WEIGHTS AND MBASURES-^Goncluded. 

MEASURES OF LENGTH, CAPACITY AND WEIGHT. 



LENGTH. 


Kilometre. 

Kilolitre 
or Stere. 


Hecto= 
metre. 


Decametre. 


Metre. 


Decimetre. 


Centimetre. 


Millimetre. 


CAPiOITY. 


Hectolitre 

or 
Decistere. 


Decalitre 

or 
Oentistere. 


Litre 

or 

Millistere. 


Decilitre. 


Centilitre. 


Millilitre. 


WEIGHT. 


Kilo- 
gxamme. 


Hecto- 
gramme. 


Deca- 
gramme. 


Gramme. 


Decigra.mme. 


Centi- 
gramme. 


Millie 
gramme. 




1 


10 


100 

10 

1 


1000 
100 
10 
1 
.1 
.01 
.001 


10000 

1000 

100 

10 

1 

.1 

.01 


100000 

10000 

1000 

100 

10 

1 

.1 


1000000 

100000 

10000 

1000 

100 

10 

1 



1 myriametre = 10 kilometres = 10000 metres. 
1 tonne = 1000 kilogrammes == 100 quintals = 10 myriagrammes. 
1 gramme = 1 cubic centimetre of distilled water at its maximum density at sea 
level in latitude of Paris and barometer at 760 millimetres. 
1 litre = 1 cubic decimeter. 



SQUARE OR SURFACE MEASURE. 



Square 
Kilometre. 


Square 
Hectometre 
or Hectare. 


Square 

Decametre 

or Are. 


Square 
Metre or 
Centiare. 


S(juare 
Decimetre. 


Square 
Centimetre. 


Square 
Millimetre. 


1 


100 


10000 


1000000 










1 


100 


10000 


1000000 








.01 


1 


100 


10000 


1000000 






.0001 


.01 


1 


100 


10000 


1000000 




.COOOOl 


.0001 


.01 


1 


100 


10000 






.000001 


.0001 


.01 


1 


100 








.000001 


.0001 


.01 


1 



1 square myriametre = 100 square kilometres = 100 000 000 square metres. 



CUBIC MEASURE. 



Cubic Decametre. 


Cubic Metre. 


Cubic Decimetre. 


Cubic Centimetre. 


Cubic Millimetre. 


1 

.001 

.000001 

.000000001 


1000 
1 
.001 
.000001 
.000000001 


1000000 
1000 
1 
.001 
.000001 


1000000000 

1000000 

1000 

1 

.001 


1000000000 

1000000 

1000 

1 



1 cubic metre = 1 kilolitre = 1 stere. 



448 


CAMBRIA 


STEEL. 




TABLES FOR CONVERTING- UNITED STATES 




WEIGHTS AND MEASURES, 






CUSTOMARY TO METRIC. 






^Weiglits. 




■ 


Grains, 


Troy Ounces 


Avoii'dupois 


Avoirdupois 


Net Tons of 


Gross Tons of 


No. 


to - 


to 


Ounces 


Pounds to 


2000 Pounds 


2240 Pounds 


1 


Milligrammes. 


Grammes. 


to Grammes. 


Kilogrs-mmes. 


to Tonnes. 


to Tonnes. 


64.79892 


31.10348 


28.34953 


.45359 


.90718 


1.01605 


2 


129.59784 


62.20896 


56.69905 


.90718 


1.81437 


2.03209 


3 


194.39675 


93.31044 


85.04858 


1.36078 


2.75155 


3.04814 


4 


259.19567 


124.41392 


113.39811 


1.81437 


3.62874 


4.06419 


6 


323.99459 


155.51740 


141.74763 


2.26796 


4.53592 


5.08024 


6 


388.79351 


186.62088 


170,09716. 


2.72155 


5.44311 


6.09628 


7 


453.59243 


217.72437 


198.44669 


3.17515 


6.35029 


7.11233 


8 


518.39135 


248.82785 


226.79621 


3.62874 


7.25748 


8.12838 


9 


583.19026 


279.93133 


255.14574 


4.08233 


8.16466 


9.14442 


1 A 


.voirdupois Pound =z * 


153.5924277 Grammes. 






l^isiear M€ 


iasure. 






64tlis of an 


Inckes 


Feet 


Yards 


statute Mies 


Nautical Miles 


Ko. 


Inch to 


to 


to 


to 


to 


to 




Millimetres. 


Centimetres. 


Metres. 


Metres. 


Kilometres. 


Kilometres. 


1 


.39688 


2.54001 


.304801 


.914402 


1.60935 


1.85325 


2 


.79375 


5.08001 


.609601 


1.828804 


3.21869 


3.70650 


3 


1.19063 


7.62002 


.914402 


2.743205 


4.82804 


5.55975 


4 


1.58750 


10.16002 


1.219202 


3.657607 


6.43739 


7.41300 


5 


1.98438 


12.70003 


1.524003 


4.572009 


8.04674 


9.26625 


6 


2.38125 


15.24003 


1.828804 


5.486411 


9.65608 


11.11950 


7 


2.77813 


17.78004 


2.133604 


6.400813 


11.26543 


12.97275 


8 


3.17501 


20.32004 


2.438405 


7.315215 


12.87478 


14.82600 


9 


3.57188 


22.86005 


2.743205 


8.229616 


14.48412 


16.67925 




1 Nautical Mile z= 


1853.25 Metres. 






1 Gunter's Chain = 


20.1168 Metres. 






1 Fathom ■= 


1.829 Metres. 









CAMBRIA 


STEEL. 


449 


TABLES FOR CONVERTING UNITED STATES 






WEIGHTS AND MEASURES. 








METRIC TO CUSTOMARY, 








Vireiglits. 






Milligrammes 


Grammes 


Grammes 


Kilogrammes .. 


- Tonnes to 


Tonnes to 


No. 


to 


to 


to Avoirdupois 


to Avoirdupois 


Ket Tons of 


Gross Tons of 




" Grains. 


Troy Ounces. 


Ounces, 


Pounds. 


2000 Pounds. 


2240 Pounds. 


1 

2 
3 
4 
5 
6 
7 
8 
9 


.01543 
.03086 
.04630 
.06173 
.07716 
.09259 
.10803 
.12346 
.13889 


.03215 
.06430 
.09645 
.12860 
.16075 
.19290 
.22506 
.25721 
.28936 


.03527 
.07055 
.10582 
.14110 
.17637 
.21164 
.24692 
.28219 
.31747 


2.20462 

4.40924 

6.61387 

8.81849 

11.02311 

13.22773 

15.43236 

17.63698 

19.84160 


1.10231 
2.20462 
3.30693 
4.40924 
5.51156 
6.61387 
7.71618 
8.81849 
9.92080 


.98421 
1,96841 
2.95262 
3.93682 
4.92103 
5.90524 
6.88944 
7.87365 
8.85785 






1 Kilogramme =r 15^ 


132.35639 Grains. 








I^itiear m:< 


^asure. 






Millimetres 


Centimetres 


Metres 


Metres 


Kilometres 


Kilometres 


No. 


to 64ths of an 


to 


to 


to 


to 


to 




Inch. 


Inches. 


?eet. 


Yards. 


Statute Miles. 


Nautical Miles, 


1 

2 
3 
4 
5 
6 
7 
8 
9 


2.51968 
5.03936 
7.55904 
10.07872 
12.59840 
15.11808 
17.63776 
20.15744 
22.67712 


.39370 
.78740 
1.18110 
1.57480 
1.96850 
2.36220 
2.75590 
3.14960 
3.54330 


3.280833 
6.561667 
9.842500 
13.123333 
16.404167 
19.685000 
22.965833 
26.246667 
29.527500 


1.093611 
2.187222 
3.280833 
4.374444 
5.468056 
6.561667 
7.655278 
8.748889 
9.842500 


.62137 
1.24274 
1.86411 
2.48548 
3.10685 
3.72822 
4.34959 
4.97096 
5.59233 


.53959 
1.07919 
1.61878 
2.15837 
2.69796 
3.23756 
3.77715 
4.31674 
4.85633 



450 



CAMBKIA STEEL. 



TABLES FOR CONVERTING UNITED STATES 
•WEIGHTS AND MEASURES. 



CUSTOMARY TO METRIC. 
Square Measure. 





Square Inches 


Squai'6 Feet 


Square Yards 


Acres 


Square Miles 


M 


to Square 


to 


t^ 


to 


to Squai-e 




Centimetres. 


Squai-e Metres. 


Square Metres. 


Hectares. 


Kilometres. 


1 


6.45163 


.09290 


.83613 


.40470 


2.59000 


2 


12.90325 


.18581 


1.67226 


.80939 


5.18000 


3 


19.35488 


.27871 


2.50839 


1.21409 


7.77000 


4 


25.80650 


.37161 


3.34452 


1.61879 


10.35999 


5 


32.25813 


.46452 


4.18065 


2.02349 


12.94999 


6 


38.70975 


.55742 


5.01679 


2.42818 


15.53999 


7 


45.16138 


.65032 


5.85292 


2.83288 


18.12999 


8 


51.61300 


.74323 


6.88905 


3.23758 


20.71999 


9 


58.06463 


.83613 


7.52518 


3.64228 


23.30999 



1 Square Statute Mile = 259.00 Hectares. 



Cubic measure. 





Cubic Inches 


Cubic Inches 


Cubic Feet 


i 

Cubic Yards 


No. 


to 


to 


to 


tu 




Cubic Centimetres. 


Cubic Decimetres. 


Cubic Metres. 


Cubic Metres. 

i 


1 


16.38716 


.01639 


.02832 


.76456 


2 


32.77432 


.03277 


.05663 


1.52912 


3 


49.16148 


.04916 


.08495 


2.29368 


4 


65.54864 


.06555 


.11327 


3.05824 


5 


81.93580 


.08194 


.14159 


3.82280 


6 


98.32296 


.09832 


.16990 


4.58736 


7 


114.71013 


.11471 


.19822 


5.35192 


8 


131.09729 


.13110 


.22654 


6.11648 


9 


147.48445 


.14748 


.25485 


6.88104 



CAMBRIA STEEL. 



451 



TABLES FOR CONVERTING UNITED STATES 
lATEIG-HTS AND MEASURES. 



METRIC TO CUSTOMARY. 
Square Measure* 





Spare Centi- 


Square Metres 


Square Metres 


Hectares 


Square Kilo- 


No. 


metres to 


to 


to 


to 


metres to 




Square Inches. 


Square Feet. 


Square Yards. 


Acres. 


Square Miles. 


1 


.15500 


10.76387 


1.19599 


2.47104 


.38610 


2 


.81000 


21.52773 


2.39197 


4.94209 


.77220 


3 


.46500 


32.29160 


3.58796 


7.41313 


1.15830 


4 


.62000 


43.05547 


4.78394 


9.88418 


1.54440 


5 


.77500 


53.81934 


5.97993 


12.35522 


1.93050 


6 


.93000 


64.58320 


7.17591 


14.82626 


2.31660 


7 


1.08500 


75.34707 


8.37190 


17.29731 


2.70270 


8 


1.24000 


86.11094 


9.56788 


19.76835 


3.08880 


9 


1.39500 


96.87481 


10.76387 


22.23940 


3.47490 



1 Hectare = .003861 Square Statute Mile, 



Cutiic Measure. 





Cubic Centimetres 


Cubic Decimetres 


Cubic Metres 


Cubic Metres 




No. 


to 


to 


to 


to 






Cubic Inches. 


Cubic laches. 


Cubic Peet. 


Cubic Yards. 




1 


.06102 


61.02338 


35.31445 


1.30794 




2 


.12205 


122.04676 


70.62891 


2.61589 




3 


.18307 


183.07013 


105.94336 


3.92383 




4 


.24409 


244.09351 


141.25782 


5.23177 




5 


.30512 


305.11689 


176.57227 


6.53971 




6 


.36614 


366.14027 


211.88673 


7.84766 




7 


.42716 


427.16365 


247.20118 


9.15560 




8 


.48819 


488.18702 


282.51564 


10.46354 




9 


.54921 


549.21040 


317.83009 


11.77149 





45S 


J 


CAMBRIA 


STEEL. 




TABLES FOR CONVERTING- UNITED STATES 






WEIGHTS AND MEASURES. 






CUSTOMARY TO METRIC. 








Capacity Measures. 














Fluid Braohms 


Fluid Ounces 




Liquid Quarts 


Gallons 


Gallons 


Bushels 


to Millilitres 


to Millilitres 


No. 


to 


to 


to 


to 


or Cubic 


or Cubic 




Litres. 


Litres, 


Cubic Metres. 


Hectolitres. 


Centimetres. 


Centimetres. 


1 


.94636 


3.78543 


.00379 


.35239 


• 

3.69671 


29.57370 


2 


1.89272 


7.57087 


.00757 


.70479 


7.39343 


59.14741 


3 


2.83908 


11.35630 


.01136 


1.05718 


11.09014 


88.72111 


4 


3.78543 


15.14174 


.01514 


1.40957 


14.78685 


118.29482 


5 


4.73179 


18.92717 


.01893 


1.76196 


18.48357 


147.86852 


6 


5.67815 


22.71260 


.02271 


2.11438 


22.18028 


177.44222 


7 


6.62451 


26.49804 


.02650 


2.46675 


25.87699 


207.01593 


8 


7.57087 


30.28347 


.03028 


2.81914 


. 29.57370 


236.58963 


9 


8.51723 


34.08891 


.03407 


3.17154 


33.27042 


266.16334 






Miscellai 


Lieous. 






Pounds per 


Pounds per 


Pounds per 


Pounds per 


Foot-Pounds 


United States 




Lineal Foot to 


Square Inch to 


Square Foot to 


Cubic Foot to 


to 


Horsepower 


No. 


Kilogrammes 


Kilogrammes 


Kilogrammes 


Kilogrammes 


Kilogramme- 


to Metric 




per Lineal 


per Si^uare 


per Square 


per Cubic 


Metres. 


Horsepower. 




Metre. 


Centimetre. 


Metre. 


Metre. 






1 


1.48816 


.07031 


4.88241 


16.01837 


.13826 


1.01387 


2 


2.97632 


.14061 


9.76482 


32.03674 


.27651 


2.02775 


3 


4.46448 


.21092 


14.64723 


48.05510 1 


.41477 


3.04162 


4 


5.95264 


.28123 


19=52963 


64.07348 1 


.55302 


4.05549 


5 


7.44081 


.35153 


24.41204 


80.09185 


.69128 


5.06937 


6 


8.92897 


.42184 


29.29445 


96.11021 


.82953 


6.08324 


7 


10.41713 


.49215 


34.17686 


112.12858 


.96779 


7.09711 


8 


11.90529 


.56245 


39.05927 


128.14695 


1.10604 


8.11098 


9 


13.39345 


.63276 


43.94168 


144.16532 


1.24430 1 


9.12486 



«_ .«..««.«.««« 


CAMBJEMA STEEL, 


463 


TABLES FOR CON VERTING UNITED STATES 




WEIGHTS AND MEASURES. 






METRIC TO CUSTOMARY, 






Capacity Measures. 














Millintres or 


Millilitres or 




Litres 


Litres 


Cubic Metres 


Hectolitres 


Cubic Centi- 


Cubic Centi- 


No. 


to 


to 


to 


to 


metres to 


metres to 




Fluid Quarts. 


Gallons. 


Gallons. 


Bushels 


Fluid Iirachms, 


Fluid Ounces. 


1 


1.05668 


.26417 


264.17047 


2.83774 


.27051 


.03381 


2 


2.11336 


.52834 


528.34093 


5.67548 


.54102 


.06763 


3 


3.17005 


.79251 


792.51140 


8.51323 


.81153 


.10144 


4 


4.22673 


1.05668 


1056.68187 


11.35097 


1.08204 


.13526 


5 


5.28341 


1.32085 


1320.85234 


14.18871 


1.35255 


.16907 


6 


6.34009 


1.58502 


1585.02280 


17.02645 


1.62306 


.20288 


7 


7.39677 


1.84919 


1849.19327 


19.86420 


1.89357 


.23670 


8 


8.45345 


2.11336 


2113.36374 


22.70194 


2.16408 


.27051 


9 


9.51014 


2.37753 


2377.53420 


25.53968 


2.43460 


,30432 




B 


ttiscellatieous. 






KilograniTnes 


Kiiogra,nimes 


Kilogra,mmes 


Kilogrammes 


Kilogramme- 


Metric 




per Lineal 


per S(iuare 


per Sa^uare 


per Cubic 


Metres 


Horsepower to 


No. 


Metre to 


Centimetre to 


Metre to 


Metre to 


to 


United States 




Pounds per 


Pounds per 


Pounds per 


Pounds per 


Foot-Pounds. 


Horsepower. 


1 


Lineal Foot. 


Spare Inch. 


Square Foot, 


Cubic Foot. 






,67197 


14.22340 


.20482 


.06243 


7.23300 


.98632 


2 


1.34393 


28.44680 


.40963 


.12486 


14.46600 


1.97264 


3 


2.01590 


42.67020 


.61445 


.18728 


21.69899 


2.95895 


4 


2.68787 


56.89359 


,81927 


,24971 


28.93199 


3.94527 


5 


3.35984 


71.11699 


1.02408 


.31214 


36.16499 


4.93159 


6 


4.03180 


85.34039 


1.22890 


.37457 


43.39799 


5.91791 


7 


4.70377 


99.56379 


1.43372 


.43700 


50.63098 


6.90423 


8 


5.37574 


113.78719 


1.63854 


.49943 


57.86398 


7.89054 


9 


6.04770 


128.01059 


1.84335 


.56185 


65.09698 


8.87686 



454 CAMBRIA STEEL. 



INDEX. 



PAGE 

Angles, connection, for I-beams and channels, cuts of 43 

*' " '' notes on 40, 56 

tables of . . . 40, 41, 44, 45, 48, 49 

'' " location of 44, 45 

cuts of sections of obtuse, unequal legs . . . , 13 

" odd, equal legs .,..,,, 13 

*' '' '' unequal legs 13 

*' *' special, equal legs * s .. 13 

*' "" unequal legs 13, 35 

" " square root 13 

" " standard^ equal legs , 12 

*' " ** unequal legs 14 

explanation of tables of properties of 152 

maximum sizes of rivets, and spacing of rivet and bolt holes in . 50, 310 

properties of odd, equal legs 168, 169 

*' special, equal legs 168, 169 

" ** unequal legs 174-177 

" square root, equal legs 168, 169 

" standard, equal legs 164-167 

** *' unequal legs 170-173 

radii of gyration for two, back, to back 185-189 

tables of safe loads for, used as beams 106-130 

" " '' '^ '* notes on , 70,78 

weights and dim_ensions of obtuse, unequal legs 37 

" '* odd, equal and unequal legs 37 

*' " special, equal legs. , 35 

" " unequal legs 36, 37 

" ** square root ,..,..., 37 

" " standard, equal legs 32, 33 

" '' " unequal legs 33, 34 

Apothecaries' weight 444 

Arches, notes and tables for spacing tie rods for tile 54, 55 

'' *' of floor, end construction. . . , , 57 

** *' of material for fireproof floor. .,.,.,... 51,57 

on thrust of ^ .....,.,..,. . 53,58-61 

** ** tie rods to withstand thrust of. 53 

tests and breaking loads for hollow tile floor 52 

weights of hollov/ brick and tile floor 57 

** segmental floor 57 

Areas, method of increasing sectional.- , , . e 21 

of circles 405-417 

'* ** for diameters greater than one hundred 417 

" flat rolled steel bars . . . . , 388-393 

" hollow cast iron columns 278, 279 

" rivet holes, to be deducted to obtain net area of plates 310,311 

'^ square and round bars . - 381-387 

" various sections, formulae for 142-149 

for standard sections 140, 141 

Avoirdupois weight . . . . , 444 

Band or hoop steel, table of weights of 394 

Bands, light, dimensions of . , 25 

Bars, eye 329 

flat, dim.ensions of upset screw ends for 328 

*' rolled steel, areas of , 388-393 

'* " notes on areas of 393 

" " weights of 404 

weights of 395-404 

lattice, sizes of and rivet spacing in. for latticed channel columns . 2-48 

round and square, dimensions of upset screw ends for 324-327 

" *' weights, areas and circumferences of 381-387 

Bases, typical details of columns 299 



Beam box girders, explanations of tables of safe loads for 281 

" "■ tables ofsafe loads for , . . , 282-291 

Beams, bearing plates for shapes used as 46 

bulb, cuts of sections of 18 

'* properties of 162, 163 

'* weights and dimensions of. , , 37 

coefficients for deflection of 68, 69 

general formulas for flexure of , 134, 135 

girders, notes on . . . 56 

grillage, notes on, for foundations 297 

I section, cast iron separators for 42 

** cuts of sections of special ..... 4,5,7 

standard , , 2-4,6-8 

'* *' standard connection angles for 43 

*' explanation of tables of properties of 150,151 

** diagram of sections of minimum standard . 22 

" location of connection angles for 44, 45 

*' maximum bending moments in foot pounds for 104 

'* '' size of rivets in 49, 310 

" minimum spans for, with standard connection angles . . 41 

*' notes on lateral strength of 58-63 

** " without lateral support 62 

safe loads for 70-75 

'* '*' spacing for 72-75 

'* proportions of sections of standard , 24 

'* spacing of rivet and bolt holes in flanges and connection 

angles of 48 

'* spans limiting and maximum safe loads due to crippling 

of web , 66 

** tables of bearing plates for , . 47 

" " properties of special . 158, 159 

" " '' standard 156-159 

safe loads for. . , 76-86 

" *' " used as columns 218-221 

" " spacing for 93-103 

" tangent distances between fillets ,.,..■ 48 

*' weights and dimensions of special . , , 29 

'\ '' '' standard 28, 29 

reduction in safe loads and fibre stress, due to lateral flexure of . . 63 

of uniform section, bending moments and deflections for 136-139 

*^ ** safe superimposed loads and shears for .... 136-139 

wooden, notes on bearing at points of support ,,,,,,.-.. 354 

** notes on safe loads for ....,,,.,.,,, . , , 351-354 

'' tables of safe loads for ..... 360-365 

Bearing plates for I-beams and channels, tables of sizes of 47 

** for shapes used as beams, notes on , . . , , 46 

values of pin plates, tables of ,...,. 813 

'' rivets and plates , . . . . 306, 807 

of wooden beams at points of support, notes on . ........ 354 

Bending moments for beams of uniform section , , . . 136-139 

" for I-beams and channels, tables of maximum 104, 105 

** for pins, tables of maximum 808, 309 

Billets, dimensions of square and round cornered steel 26 

Blooms, ** steel 26 

Bolsteks for column bases, typical details of, , , . 299 

Bolts for cast iron beam separators , . . . . i 42 

weights of round headed, without nuts 320 

** with square heads and nuts. Manufacturers' standard . . 318, 319 

Bolt heads, weights and dimensions of. Manufacturers* standard 321 

Bolts and Nuts, Franklin Institute standard .... 314-317 

Bolt and Rivet holes, spacing of, through connection angles 48, 49 

Boston, extracts from building laws for 300-303 

Box Girders, beam, tables of safe loads for 282-291 

'* " " explanation of 281 

Brackets for riveted columns, typical details of. 298 

Brass, weights of sheets and plates of. 374, 375 



456 CAMBBIA STEEL. 



Breaking unit stresses, tables of, for timber S5S, 359 

Brick, hollow, for partitions and arches, weights of 57 

Bi^iDGE pins and nuts, dimensions of. 334 

Building laws of various cities, extracts from 300-303 

BuxB beams, cuts of sections of IS 

" properties of . . 162, 163 

*' weights and dimensions of 37 

Cable and rope measure , . , . . 415 

Cast iron columns, tables of safe loads for hollow, rounds 278, 279 

" " *' strength of hollow, round and rectangular , . 2S0 

" bases for columns, typical details of . . , 299 

*' ^Manufacturers' standard specifications for structural . , , . . . 347 

" separators for I-beams ,...,... 42 

Ceilings, weights of porous terra-cotta for , . . . , 57 

Center of gTavit^-, formula for location of, in Cambria sections 140,141 

"' location of, in various sections 142-149 

Channel and plate columns, tables of dimensions of , , 206-209 

** " '■ safe loads for series A 250-263 

'* *' ^ " " '* *' " B 264-277 

columns, latticed, diameter of rivets for 249 

** " spacing of rivets for lacing bars 248 

" " tables of dimensions of 204 

safe loads for 246-249 

Channels, bearing plates for. tables of ... 47 

cuts of sections of special , 11 

" ** standard 9-11 

" standard connection angles for 43 

diagram of sections of minimum standard ' • . . 23 

explanation of properties of standard and special. 151 

limiting spans and maximum safe loads due to web crippling . 67 

maximum bending moments in foot pounds for 105 

*' size of rivets for , . 49, 310 

minimum spans for, with standard connection angles 40 

proportions of sections of standard . , 24 

safe loads for, tables of. , 87-92 

** '* notes on . . 7<>75 

spacing of rivet and bolt holes in flanges and connection 

angles of. ... . 49 

tables of properties of special 162, 163 

standard , . 160, 161 

tangent distances between fillets 49 

weights and dimensions of special ...... 31 

standard 30, 31 

Chicago, extracts from building laws for 30*>3(J3 

Circles, areas and circumferences of, for diameters greater than !(¥) . . . 417 

tables of 405-417 

Circumferences of circles 4C>5-417 

" '* for diameters greater than 1C>0- 417 

** round bars 381-3S7 

Clevises, dimensions of ..... 332 

Coefficients of deflection for beams, explanation of tables of 151 

'* '* . shapes used as beams 6S 

** strength, explanation of tables of. for I-beams 150 

C'^'tLUMNs, bases for, typical details of 299 

cast iron, hollow, roimd and rectangular, strength of. 280 

tables of safe loads for 278,279 

I-beams used as, tables of safe loads for 21S-221 

latticed channel, diameter of rivets for . 249 

" " lattice bars and stay plates for . 248,249 

" " tables of dimensions of, '^M 

safe loads for 246-249 

plate and channel, tables of dimensions of 206-209 

" " " " " safe loads for, series A 250-263 

" " " " *• '* *' '• " B 2<>4-277 

steel, examples of the use of the tables of strength of. 194 

'* explanation of tables of dimensions and safe loads for. . . 194,195 



CAMBRIA STEEL. 



457 



Columns, steel, medium, tables of strength of 192,193 

soft *' " .... 190,191 

wooden, notes on, 351 

* ' tables of strength of 366, 367 

Z-bar, tables of dimensions of 201 

*' '* safe loads for 242,243 

Compound shapes, properties of, notes on ... . . * 155 

Connection angles for I-beams and channels, cuts of ^ „ 43 

** ** *' " notes on 40, 66 

*' " ** *' spacing of rivet and bolt 

holes in 48, 49 

*' '* beams, location of. 44, 45 

" ** notes on o . . . 56 

Copper, weights of sheets and plates of ,. 374, 375 

Conversion tables, U. S. weights and measures to metric and vice versa . 44':'-453 

Counter rods, loop welded eyes, dimensions of 336, 337 

*' with solid or upset eyes, dimensions of 335 

Crane rail, cut of section of , 18 

** weights, dimensions and properties of . . . .,,.,.. 184 

Crippling of webs of I-beams and channels, notes and tables [on 64-67 

Customary weights, and dimensions, converted to metric . , 448-453 

Cuts of sections of angles, obtuse ,..,..,,,.»,., 13 

" ** ** odd, equal legs. 13 

'* " ** unequal legs o . 13 

" ** special, equal legs 13 

*' " ** unequal legs 15 

'* ** square root , c » , . . 13 

" '* standard, equal legs . . „ , 12 

" *' ** unequal legs . 14 

beams, bulb , . . , . . . . 18 

" special 4,5,7 

'* standard 2-4, 6-8 

** channels, special. . 11 

'' ^ standard 9-11 

'* connection angles, standard .............. 43 

" crane rail 18 

'* T-bars, equal legs 19, 20 

'' '* unequal legs 20 

" Z-bars, standard 16, 17 

" special 18 

typical details for steel columns . 298 

** '* of column bases and plate girders 299 

Cut nails, tables of. 340 

Cubes and cube roots, tables of 427-443 

Cubic or solid measure 446 

Decimal gauges, standard, tables of 372 

parts of a foot for each -^-^ of an inch, tables of 376-379 

" an inch " ** '' /' 380 

Deflection, coefficient of, for beams, explanation of tables of 151 

" ** shapes used as beams, tables of 68, 69 

of beams, formulae for . 134-139 

Details of plate girders and column bases 299 

steel columns, splices and brackets 298 

Diagram for minimum standard beams 22 

channels , 23 

Dimensions and safe loads of steel columns, explanation of tables of . . . 194,195 

of angles, obtuse, unequal legs 37 

** ** odd, equal and unequal legs ... 37 

*' " special, equal legs 35 

unequal legs 36,37 

'* '* square root 37 

'' standard, equal legs 32.33 

" " " unequal legs. ............. 33,34 

*' bolts and nuts, Franklin Institute standard ........ 314 

" bolt heads and nuts. Manufacturers' standard. . . ... 321-323 

** bridge pins, nuts and pilot nuts. . . . .... .. , . . . . 334 



458 CAMBRIA STEEL. 



PAGE 

Dimensions of bulb beams ... 37 

*^ cast iron separators and bolts for beams 42 

'* channels, special 31 

" <* standard 30, 31 

" clevises 332 

'* columns, explanation of tables for 194,195 

*' counter and lateral rods with loop welded eyes 336, 337 

" edged and sheared plates „ . 25, 27 

** eye bars . . . 329 

" flats and thin flats or light bands 25 

" I-beams, special 29 

'* " _ standard. ... 28, 29 

** lateral pins and rods 335 

" lattice bars to be used with latticed channel columns 248 

** latticed channel columns, tables of 204 

** minimum stay plates with latticed channel columns. . . , 249 

** plate and angle columns, tables of ... 196, 197 

" plate and channel columns, tables of, series A and B . . . 206-209 

** right and left nuts , . . . . 331 

** rivet heads after driving 332 

** standard T-rails and crane rail ... 184 

'* steel billets 26 

*' '* ** square cornered 26 

'' " blooms and slabs . . , . 26 

" ** guide and hand rounds 25 

" '' ingots 26 

"■ " squares. ...,,,,, 25 

** T-bars, equal and unequal legs 38 

" turnbuckles 330 

** upset screw ends for flat bars 328 

" '* " *' round and square bars 324-327 

" Z-bar columns, tables of 201 

" Z-bar and plate columns, tables of 202 

" Z-bars, standard and special 39 

Distance from neutral axis to extreme fibre of standard sections. . . 140, 141 

Dry measure . 446 

Edged plates, dimensions of ... • 25 

Explanations of tables of properties of angles 152 

•* *' " channels 151 

I-beams 150,151 

T-bars 152 

Z-bars 152 

** *•' safe loads for beam box girders and plate girders . 281 

Eye bars, dimensions of. 329 

Factors of safety for various wooden structures 356 

Fibre stress, allowable, for direct flexure, in extreme fibre 63 

Fireproof floors and materials, notes and tables for 51-57 

Flat bars, upset screw ends for^ 328 

rolled steel bars, areas of , . . . , 388-393 

" *' tables of weights of, 395-404 

Flats, regular and thin, dimensions of 25 

Flexure of beams, formulae for ,...,.,.. 134-139 

lateral, reduction of allowable stress in beams due to 63 

^* strength of beams to resist thrust of arches 58-61 

Floor arches, tables on end construction of , , 57 

'* tests and breaking loads for hollow tile . , . . , 52 

Floors, notes and tables for fireproof, and material for, , . 51-57 

usual live loads for. . , 56, 301 

Foot, decimals of, for fractions of an inch, tables of . , , . 376-379 

FoRMUL.^ for bending moments, shears, safe loads and deflections .... 136-139 

'* moments of inertia for Cambria sections ... 140,141 

** the properties of various sections , 142-149 

general, for flexure of beams 134, 135 

Foundations, notes on grillage beams for. . . 297 

Franklin Institute Standard for bolts and nuts 314-317 

P'unctions, natural trigonometricah 420-426 



PAGE 

Furring, weights of porous terra cotta for, , 67 

Gas, steam and water pipe, sizes of wrought iron welded ......... 342 

Gauge, table of American or Brown & Sharpe wire, . . 373 

*' ** Screw Co. screw wire 373 

** Birmingham or Stubs iron wire 373 

*' British Imperial standard wire 373 

*' standard decimal 372 

** Trenton Iron Co. wire 373 

" U. S. standard for iron and steel sheets and plates .... 373 

** Washburn & Moen Co. and Roebling's Sons Co. wire. . . 373 

Girders, beam box and plate, explanations of tables of safe loads for, . . 281 

** tables of safe loads for 282-291 

notes on beams used as . . . , 56 

plate, stiffener angles and rivet spacing for, notes on 281 

** tables of safe loads for. ........ 292-296 

Gravity, specific, for various kinds of timber 356 

** of various substances, tables of 368-371 

Grillage beams for foundations, notes on ... 297 

Grip of rivets and bolts through flanges of beams and channels 48,49 

** lengths required for 333 

Guide Rounds, dimensions of ,....«, 25 

Gunter's chain measure , 445 

Gyration, radii of, see radii of gyration 

Hand Rounds, dimensions of. . . , . . .... 25 

Heads, bolt, weights and dimensions of. Manufacturers' standard .... 321 

rivet, dimensions of, after driving 332 

square and hexagon, weights of, Franklin Institute standard . , . 316, 317 

Hollow Brick, weights of, for arches and partitions 57 

round and rectangular cast iron columns, strength of 280 

Hoop or band steel, tables of weights of 394 

Inch, decimals of, for each ^^j, tables of 380 

'' a foot for fractions of an. 376-379 

Inertia, moments of, explanations of tables of, for rectangles. 152 

*' formulae for various sections 143-149 

** for standard sections . . , 140, 141 

** tables of, for rectangles. 182,183 

Ingots, grades, sizes and weights of steel 26 

Land or square measure 445 

Lateral flexure,, reduction of allowable fibre stress due to . .... . 63 

pins and rods, dimensions of . . 835 

rods, loop welded eyes, dimensions of. 336, 337 

strength of I-beams .... 58-63 

** " without lateral support, notes on , . 62 
Lattice bars to be used with latticed channel columns, rivet spacing for . 248 
** ** '* ** ** ** weights and dimen- 
sions of 248 

Latticed channel columns, spacing of rivets for lacing bars 248 

channel columns, rivets for, diameter of 249 

** " tables of dimensions of. - . 204 

" '* ** moments of inertia and section mo- 
duli of 205 

" safe loads for . . 246-249 

Laws, building, of various cities, extracts from « . . 300-303 

Linear measure 445 

Liquid ** 446 

Live Loads for floors ... 56, 301 

Loads and unit stresses, allowable, from building laws of various cities . . 300-303 

safe, see safe loads 

Logarithms of numbers 418,419 

Loop welded eyes for counter and lateral rods, dimensions of 336, 337 

Machine bolts, Franklin Institute standard. » , ^ 316,317 

*' Manufacturers' standard .... . 318, 319 

Manufacturers' standard machine bolts and bolt heads] 318-321 

*' square and hexagon nuts 322, 323 

** specifications , . . . 343-350 

" structural steel . 343-347 



460 CAMBRIA STEEL. 



PAGE 

-Manufacturers* standard structural cast iron ..... 347 

** special open hearth plate and rivet steel . . . 348-350 

Masonry, allowable pressure on. , 47 

Maximum loads for I-beams and channels due to web crippling- 64-67 

shear at points of support, for beams of uniform section .... 136-139 

Measures, ^Metric System, length, capacity and weight . . 447 

'' *' square or surface and cubic . . . ... 447 

U.S. and British, linear, rope, chain, nautical and land. . . . 445 

*' '- cubic or solid, dry and liquid 446 

Measures and Weights , ... 444-447 

U. S. tables for converting- 448-453 

-\Ietric System, measures of leng-th, capacity'', weight, area and volume . 447 

weights and measures converted to U. S 448-453 

I\IiNiMUM spans for beams and channels due to web crippling. ...... 64-67 

" *•' with standard angle connections 41 

*•' channels with standard angle connections 40 

ZvIoiSTURE classification of wooden structures . 355,356 

Moments, bending, for beams of uniform section 136-139 

of inertia, formulae for standard sections . 140,141 

" '' _ " various sections 143-149 

** of latticed channel columns, tables of. . , 205 

" " p'ate and angle columns, tables of 198-200 

" *' plate and channel columns, tables of 210-216 

*• *' rectangles, explanation of tables of. . . * c . . 152 

" " tables of . . 182, 183 

" " Z-bar columns, tables of 203 

" " *' and plate columns, tables of . . . , . . 203 

Nails, standard cut wire and miscellaneous, tables of 338-341 

Natural sines, cosecants, tangents, etc 420-426 

Nautical measure^ . . ...» 445 

New York, extracts from building laws for 300-303 

Nuts, dimensions of pin and pilot. ... 334 

'' '' right and left. . ■ . . . ... 331 

square and hexagon, Franklin Institute standard 316, 317 

*• " IManufacturers' standard 322, 323 

Nuts and Bolts, see bolts and nuts 

Obtuse angles, weights and dimensions of, unequallegs . ^ 87 

Odd angles, properties of, equal legs , 168, 169 

*' *' unequal legs .... 174-177 

Open hearth, special, plate and rivet steel, ]Mfrs.' standard specifications for. 348-350 
Partitions, weights and dimensions of porous terra-cotta and hollow 

brick for ... 57 

Philadelphia, extracts from building laws for 300-303 

Pilot nuts, bridge pins and pin nuts, dimensions of 334 

Pins and rivets, explanation of tables of. - 304 

Pin plates, table of bearing values of 313 

Pins, dimensions of bridge . 334 

*' " lateral 335 

table of maximum bending- moments on . 308,309 

Pipe, wrought iron welded steam, gas and water, sizes of 342 

Plate and angle columms, safe loads for, notes on. = . . 194 

" ** ** tables of dimensions of ... 196, 197 

** " ** *•' *' moments of inertia and section mo- 
duli of. 198-200 

^* " " " " safe loads for 222-241 

'' channel " *( t< dimensions of . . . . 206-209 

** ** ** *' ** moments of inertia and section mo- 
duli of 210-216 

" " ** ** *' safe loads for. Series A 250-263 

" <* " " ** " '' " " B . 264-277 

" rivet steel, special open hearth, ]\Ifrs.* standard specifications . 348-350 

girders, explanations of tables of safe loads for 281 

safe loads for, tables of 292-296 

stiffener angles and rivet spacing for, notes on . . . 281 

Plates and sheets of steel, iron, copper and brass, weights of. 374, 37-^ 

bearing, for I-beams and channels, table of 47 



CAMBRIA STEEL. 461 



PAGE 

Plates, bearing, for shapes used as beams, notes OH; 46 

edged, dimensions of 25 

pin, table of bearing values of. . . 313 

riveted, tables of areas to be deducted to obtain net areas of. . . . 310^ 311 

bearing values of 306, 307 

sheared, tables of dimensions of . . ... ... . . 27 

stay, minimum sizes of, used with latticed channel columns. . . . 249 

Properties, examples of use of tables of, for standard sections 153,154 

explanation of tables of, for I-beams 150,151 

" *' ** channels . , . 151 

" ** '♦ angles 152 

** ** '* T-bars * . . 152 

" " '* Z-bars , . . . 152 

of compound shapes, notes on 155 

'* various sections, formulae for. 142-149 

** tables for, angles, special, equal legs 168, 169 

" *' «* *' *' unequal legs 174-177 

" ** *' *' standard, equal legs 164-167 

" '' *' '' *' unequal legs 170-173 

'' *' " ** channels, special 162, 163 

** '' *' *• " standard 160,161 

*' ** " beams, bulb 162,163 

*^ " ** I-beams, special 158, 159 

'* '' *^ " standard. 156-159 

" '' '' T-bars. 178, 179 

*' *' *•' T-rails, standard, and crane rail 184 

'' *' •'* Z-bars 180, 181 

Proportions of sections of standard I-beams and channels. . . . . ... 24 

Radii of gyration for two angles, back to back, equal legs . . . . .• ; . . 185 

" '' " '* " '' " unequal legs . ...... 186-189 

** *' ** " ** ** ** " example of use of tables of . 194 

*^ *' of various sections, formulae for . . . . , « . . ... . 143-149 

Rail for cranes, cut of section ofo 18 

*' ** properties, weight and dimensions of . , 184 

Rails, T, properties, weights and dimensions of. 184 

Reciprocals, tables of. 427-443 

Rectangular hollow cast iron columns, strength of . 280 

Rectangles, tables of moments oi inertia of. 182,183 

Right and left nuts, dimensions of . 331 

Rivet and bolt grips in flanges of I-beams and channels 48, 49 

** plate steel, special O. Hearth Mfrs.* standard specifications . . 848-350 

Riveted plates, area to be deducted to obtain net area of ,310,311 

Riveting, conventional signs for 305 

Rivets, areas to be deducted to obtain net area of riveted plates ... . 310, 311 
for latticed channel columns, lattice bars and stay plates .... 249 

length of, required for different grips , . * . 333 

spacing of, general rules for 281, 312 

" ** in latticed channel columns 248 

" " <f plate girders, notes on 281 

tables of maximum sizes of, in angles 50, 310 

*' " '' *' " ** I-beams and channels 49, 310 

" " " " " " T-bars and Z-bars 50 

*' *' shearing and bearing values of. . • 306, 307 

" " spacing of. ... . 311 

weight of round headed 320 

Rods, counter and lateral, with loop welded eyes, dimensions of 336, 337 

** ** *' '* solid or upset eyes, dimensions of ... . 335 

Roofing, weights of porous terra-cotta for 57 

Rope and cable measure 445 

Roots, square and cube, tables of. 427-443 

Round bars, circumferences, weights and areas of 381-387 

'* upset screw ends for 324, 325 

hollow cast iron columns, strength of 280 

Rounds, dimensions of hand and guide ... 25 

Rules for proportions of bolts and nuts, Franklin Institute standard . . . 315 

** rivet spacing for bridge and structural work 312 



462 CAMBRIA STJUJiJlj. 



PAGE 

Safe Loads, explanation of tables of, for box and plate girders .... 281 

" *^ " ** steel columns. . = . 194,195 

** ** " '* ** wooden beams . 351-354 

for angles used as beams, notes on . 70 

•'* I-beams and channels, notes on 70-75 

** beams, reduction in, due to lateral flexure 63 

*' T-bars used as beams, notes on 70,73 

'' Z-bars '' " '' *''*...... ... 70,73 

maximum, for I-beams and channels, due to crippling of web 64-67 

for various classes of wooden structures. 355 

superimposed for beams of uniform section 136-139 

t^les of, for angles used as beams 106-130 

" «* " beam box girders 282-291 

** '•' " channels 87-92 

" '* channel and plate columns. Series A 250-263 

'• '' *' " << <* i^ " B . . . . 264-277 

•* " '^ hollow round cast iron columns 278,279 

*i a n I-beams 76-86 

" " ♦* *' used as columns 218-221 

i( K It latticed channel columns 246-249 

" " ♦' plate girders 292-296 

i( a n lobars used as beams 131 

(( t^ i( 'vvQoden beams 360-365 

** " '' Z-bars used as beams 132, 133 

** " *• Z-bar columns 242,243 

Safe unit stresses for timber 357-359 

Safety factors for obtaining safe loads for wooden structures . 356 

" used in the safe loads for steel columns. , 195 

Screw ends, dimensions of upset, for flat bars 328 

'* '' *' '* " round and square bars 324-327 

threads, Franklin Institute standard . 314, 315 

Section moduli for beams, explanation of, .... 150 

" " latticed channel columns . 205 

" " plate and angle columns 198-200 

" '' '* channel columns 210-216 

'•< «•' various sections, formulae for 143-149 

** '' Z-bar columns 203 

" *' " and plate columns 203 

Separators, cast iron, for I-beams 42 

Shear, maximum, at points of support for beams of uniform section . . . 136-139 

Sheared Plates, dimensions of 27 

Shearing values of rivets, tables of 306,807 

Sheet metal and wire gauges 373 

Sheets and plates of steel, wrought iron, copper and brass, weights of . . 374, 375 

Signs, conventional, for riveting 305 

Slabs, steel, dimensions of 26 

Sleeve nuts, see '^ right and left " nuts 

Solid or cubic measure 446 

Spacing for I-beams and examples of the use of tables of. 72-75 

tables of 93-103 

of channels, for equal moments of inertia, notes on 195 

" '' *' " '' tables of 217 

" rivet and bolt holes in angles, T-bars and Z-bars 50 

" '* *' '^ '* "" I-beams, channels and connection angles 48, 49 

" rivets, rules for bridge and structural work 312 

" " tables of 311 

" tie rods for tile arches, notes on and tables of . 54,55 

Spans, limiting, for I-beams and channels, notes and tables 64-67 

Specific gravity, tables for various kinds of timber 356 

substances 368-371 

Specifications, Mfrs.' standard, structural steel 343-347 

** *' " cast iron 347 

** ** spec. O. H. plate and rivet steel .... 3-18-350 

Spikes, cut steel, railroad, square boat and standard 338-341 

Splices for riveted columns, typical details of 298 

Square bars, dimensions of. 25 



Square bars, tables of weights and areas of . . 381-387 

*' upset ends for, ...,,.... . 326,327 

or land measure . . . . 445 

root angle, cut of section of ... ^ 13 

« " properties of. 168,169 

" " weights and dimensions of 37 

roots, tables of 427-443 

Squares, tables ot 427-443 

Standard decimal gauge, table of. . 372 

sections, formulae for moments of inertia of 140,141 

Stay plates to be used with latticed channel columns 249 

Steam, gas and water pipe, sizes of wrought iron welded 342 

STEELbars, tables of areas of flat rolled . 388-393 

bars, tables of weights of flat rolled .... 395-404 

billets 26 

'* square cornered 26 

blooms 26 

hoop or band, table of weights of 394 

ingots. 26 

rounds, hand and guide - 25 

slabs 26 

squares, dimensions of . . « .... 25 

Manufacturers' standard, specifications of 343-350 

weights of sheets and plates of . 374, 375 

Stiffener angles for plate girders, notes on 281 

Strength, coefficients of, for beams, explanation of tables of . 150 

of solid wooden columns, tables of 366,367 

" steel columns, examples of . 194 

'* " *' medium steel 192,193 

" '* " soft steel 190, 191 

ultimate, of hollow round and rectangular cast iron columns . . 280 

Stress, reduction of, for beams due to lateral flexure 63 

safe unit, for timber 357 

Strips, flat rolled, tables of weights of 394 

Structural cast iron. Manufacturers' standard specifications 347 

steel, Manufacturers' standard specifications 343-350 

Tangent distances between fillets of I-beams and channels 48,49 

T-Bars, cuts of sections of, equal legs , 19,20 

" " " ** unequal legs , 20 

maximum sizes of rivets, and spacing of rivet and bolt holes in . . 50 

properties of, explanation of tables of 152 

" tables of 178, 179 

tables of safe loads for, used as beams ... 131 

*' " ** " " ** *' " notes on 70, 73 

weights and dimensions of , 38 

Terra Cotta, porous, notes and tables for 57 

Thrust of arches, notes on 53, 58-61 

Tie Rods for arches, notes on 53 

** tile arches, notes and tables for spacing of . . . ..... 54, 55 

Tile arches, breaking loads and tests for hollow floor 52 

notes and tables for spacing of tie rods for 54, 55 

hollow, weights of, for floor arches ,.,,.... 67 

Timber, safe unit stresses for, 357 

table of breaking and working unit stresses for 358, 359 

'' ** safe loads for beams. 360-365 

** ** specific gravities and weights per foot ..,.,. , 356 

** " strength of solid wooden columns 366, 367 

T-Rails, properties, weights and dimensions of standa,rd. ,,..., !184 

Trigonometrical functions, natural ,,,,....,... 420-426 

Troy weight, .,..,,,.,,,..,..,, = , 444 

Turnbuckles, dimensions of .....,> . . 330 

Ultimate breaking unit stresses, in lbs, per sq in., for wood , , , . 358, 359 

strength of hollow round and rectangular cast iron colum.ns . . 280 

" ** steel columns . . , . , , .... 190-193 

Unit Stresses and loads from the building laws of various cities 300-303 

Upset eves for counter and lateral rods 335 



464 CAMBRIA STEEL, 



PAGE 

Upset eyes, screw ends, dimensions of, for flat bars 328 

** '< " " *' round and square bars. . . . 324-327 

Web crippling in I-beams and channels 64-67 

Weights and measures , . . . 444-447 

" " tables for converting- 448-453 

avoirdupois, troy and apothecaries' e . 444 

of angles, obtuse, unequal legs 37 

" ** odd, equal and unequallegs 37 

" '* special, equal legs , . . . ^ 35 

" " " unequal legs 36, 37 

" '' standard, equal legs 32, 33 

" '* " unequal legs 33, 34 

*' billet steel 26 

'' bulb beams 37 

** cast iron separators and bolts tor I-beams 42 

" channels, special 31 

" " standard. 30, 31 

** flat arches of hollow brick ....,.,, 57 

" " rolled steel bars, tables of - , 395-404 

" '* " strips, hoop or band steel. . . .,..,,, 394 

'' hollow brick, and porous terracotta partitions 57 

" *^ round cast iron columns , . 278, 279 

" ** tile floor arches and fireproof materials , . 57 

*' I-beams, special : 29 

** ^ " standard 28, 29 

" ingots, steel ....-,- 26 

'* lattice bars to be used with latticed channel columns. . . . 248 
" machine bolts, bolt heads and nuts, Mfrs.' standard . 318, 319, 321-323 
*' " '* with square heads and hex. nuts, Franklin In- 
stitute standard 316, 317 

" minimum stay plates to be used with latticed channel columns 249 

" porous terra-cotta, furring, roofing and ceiling 57 

** round headed rivets and bolts, without nuts 320 

** sheets and plates of iron, steel, copper and brass . 374,375 

*' square and round bars 381-387 

" standard T-rails and crane rail . ^ 184 

** T-bars, regular^ equal and unequal legs 38 

** various substances per cubic foot, tables of 368-371 

" Z-bars, standard and special , . - . . . 39 

per foot board measure and cubic foot for various kinds of timber 356 

Wire and sheet metal gauges. , ... 373 

nails and spikes, standard and miscellaneous sizes 338-341 

Wooden beams, explanation of tables of safe loads for. 351-354 

*' bearing at points of support, notes on 354 

'* tables of safe loads for ^ 360-365 

columns, notes on. ...... 351 

" tables of strength of solid . ...... 366,367 

structures, moisture classification - . . 355, 356 

" proportions of safe loads for 355 

" safety factors for 3-56 

Wrought iron welded steam, gas and water pipe 342 

" weights of sheets and plates of. , 374,375 

Z-Bar and plate columns, tables of dimensions of 202 

** " " safe loads for, notes on 194 

'* ** " tables of moments of inertia and section moduli of 203 

" ^ " ** safe loads for 244,245 

columns, tables of dimensions of. .... 201 

" '* " moments of inertia and section moduli of .... 203 

" '' safe loads for . ... . 242,243 

Z-Baks, maximum size of rivets and spacing of rivet and bolt holes in. . . 50 

properties of, explanation of tables of 152 

" tables of . ,....-.....■ 180,181 

fables of safe loads for, used as beams. . 132,183 

" '' " " " '' " " notes on 70, 73 

weights and dimensions of, standard and special 39 

sections of, cuts of. . 16-18 



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